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Final Stormwater Report 05-11-2017
Hospitality North Atwood Drive Northampton, Massachusetts Stormwater Management Report and Permit Application Package Prepared For: Atwood Drive, LLC Revised May 2017 CONTENTS Table of Contents Tighe&Bond i Section 1 Registered Professional Engineer's Certification Section 2 Project Description 2.1 Project Summary ...........................................................................2-1 2.2 Existing Conditions .........................................................................2-1 2.3 Proposed Improvements .................................................................2-3 2.4 Hydrologic Analysis ........................................................................2-7 Section 3 Regulatory Compliance 3.1 LID Measures.................................................................................3-1 3.2 Standard 1: No New Untreated Discharges ........................................3-1 3.3 Standard 2: Peak Discharge Rate Attenuation ....................................3-2 3.4 Standard 3: Groundwater Recharge ..................................................3-2 3.5 Standard 4: Water Quality ...............................................................3-3 3.6 Standard 5: Land Uses with Higher Potential Pollutant Loads (LUHPPLs) 3-4 3.7 Standard 6: Critical Areas ...............................................................3-5 3.8 Standard 7: Redevelopment Projects ................................................3-5 3.9 Standard 8: Construction Period Pollution Prevention, Erosion and Sedimentation Control ....................................................................3-5 3.10 Standard 9: Long-Term Operation and Maintenance Plan ....................3-6 3.11 Standard 10: Prohibition of Illicit Discharges ......................................3-6 3.12 City of Northampton Stormwater Management Regulations .................3-6 Appendices A Massachusetts Stormwater Checklist B Figures Figure 1: USGS Site Locus Map Figure 2: Priority Resource Map Figure 3: Orthophotograph Figure 4: Existing Conditions Drainage Area Map Figure 5: Proposed Conditions Drainage Area Map C NRCS Soils Information, Test-pit and Boring Logs D Stormwater Calculations E Stormwater Operation & Maintenance Plan F Draft Stormwater Pollution Prevention Plan G Illicit Discharge Statement J:\H\H1363\Atwood North\Permits\Stormwater\December 2016\1713634_Stormwater_Report (Revised 5-9-17).docx SECTION 1 SECTION 2 Tighe&Bond Atwood North Redevelopment Project Stormwater Management Report 2-1 Section 2 Project Description 2.1 Project Summary Project Location Project Name: Atwood North Redevelopment Project Project Location: 23 Atwood Drive, Northampton, MA 01060 Project Proponent: Atwood Partners, LLC The proposed Atwood North Redevelopment Project includes redevelopment of the former Clarion Hotel and Conference Center on Atwood Drive in Northampton, Massachusetts with approximately 138,000 gross square feet of general and medical office space with associated site appurtenances on the parcel owned by Atwood Drive, LLC north of Atwood Drive (the Site). As depicted in Figures 1 through 3 (USGS site locus map, Priority Resources Map, and Orthophotograph, attached in Appendix B), the project is located west of Mount Tom Road (Route 5) and north of Atwood Drive in Northampton. This Stormwater Management Report has been prepared to support local, state and federal permitting requirements. The Atwood North Redevelopment Project was previously approved through local regulatory officials in November 2013. While the proposed development program and specific tenants have changed, the stormwater management system intent remains as previously approved. 2.2 Existing Conditions The site is located within the General Business zoning district and the Floodplain Overlay district. The existing site is developed and utilized as the Clarion Hotel and Conference Center with various exterior amenities including parking, swimming pool and tennis courts. Land surrounding the project site is occupied by new development of office space to the south, Interstate 91 to the north and west, and Mt. Tom Road (Route 5) to the east. The majority of the site is under the 100-yr flood elevation, which makes the Site subject to the Wetlands Protection Act in addition to the proximity to the Bordering Vegetated Wetland (BVW) located in the western and northwestern portions of the property. The NRCS soil data was obtained through the Web Soil Survey portal on the USDA NRCS website. The areas surrounding the property were queried for soil types according to the record soil survey maps maintained by NRCS. Soils within the project area, as published in the USDA Soil Survey for Hampshire County, Version 11, dated September 14, 2016, include the Hadley-Winooski-Urban land complex. The hydrologic soil group designation (HSG) for this soil type is a ‘Type-B’. The HSG rating for soil types is based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long duration storms. Soils designated as HSG B generally have a moderate infiltration capacity and are well drained despite their finer texture. Based on this, soils within the project area are moderately conducive to infiltration. The NRCS Soils Mapping is provided in Appendix C. Section 2 Project Description Tighe&Bond Atwood North Redevelopment Project Stormwater Management Report 2-2 Testpits were performed in June 2013. Test pit locations are noted on the Site Plans and testpit logs are provided in Appendix C. Review of the test pit reports indicate that underlying soils are generally fine sandy loams. Signs of mean annual high groundwater were observed at approximately 82-inches below existing grade. In comparison of the NRCS record soils data and actual observations of the test pits, we have concluded that the soils present are generally consistent with those indicated in the NRCS soils data. Bedrock was never encountered during the course of the explorations. Therefore, no modification to the NRCS soils data is required. Under existing conditions, minimally treated and untreated stormwater runoff from the site flows in two general directions. Design Point 1 (DP-1) is located to the west of the project site and represents the western wetland area. Design Point 2 (DP-2) is located to the north of the project site and represents the northern wetland area. In addition to the stormwater runoff from the majority of the site, flows collected by the stormwater collection system in Atwood Drive also discharge to DP-1. This collection system is also the conveyance mechanism for a portion of the on-site stormwater flows from parking area collection points. An Existing Conditions Drainage Area Map is provided as Figure 4 in Appendix B. The runoff curve numbers (RCN) used in the calculation of the composite RCN for each drainage area is based on the values provided in TR-55, Urban Hydrology for Small Watersheds. RCN values vary depending on the type of ground cover and soil HSG. The RCN values used in hydrologic analysis are provided in Table 2.1. Table 2.1 Existing Conditions Runoff Curve Numbers A summary of each existing conditions subcatchment area, its size and associated composite RCN is provided in Table 2.2 below. Table 2.2 Existing Conditions Drainage Area Summary Drainage Area Designation Discharge Location Drainage Area Size (acres) Composite Runoff Curve Number (RCN) Drainage Area 1S DP-1 1.43 75 Drainage Area 2AS DP-1 0.90 71 Drainage Area 2BS DP-2 0.21 97 Drainage Area 3S DP-1 0.97 92 Ground Cover Type Runoff Curve Number Paved parking, HSG B 98 Roofs, HSG B 98 Grass Cover, Fair (50-75% cover), HSG B 69 Unconnected pavement, HSG B 98 Woods, Fair, HSG B 60 Water Surface, HSG B 98 Section 2 Project Description Tighe&Bond Atwood North Redevelopment Project Stormwater Management Report 2-3 Drainage Area 4S DP-1 0.17 96 Drainage Area 5S DP-1 0.47 92 Drainage Area 6S DP-1 0.20 88 Drainage Area 7S DP-1 0.57 94 Drainage Area 8S DP-2 0.20 92 Drainage Area 9AS DP-2 0.10 95 Drainage Area 9BS DP-2 0.53 94 Drainage Area 10S DP-2 0.13 98 Drainage Area 11S DP-1 0.29 97 Drainage Area 12S DP-1 0.43 93 Drainage Area 13S DP-1 0.30 92 Drainage Area 14AS DP-2 0.41 95 Drainage Area 14BS DP-2 0.48 97 Drainage Area 15S DP-1 0.19 89 Drainage Area 16S DP-1 0.20 93 Drainage Area 17S DP-1 0.24 90 Drainage Area 18S DP-1 0.32 93 Drainage Area 19S DP-1 0.28 86 Drainage Area 20S DP-1 0.26 87 Drainage Area 21S DP-1 0.23 86 Drainage Area 22S DP-1 0.24 86 Drainage Area 23S DP-1 0.32 84 Total 10.07 88 2.3 Proposed Improvements The project includes the demolition of the existing Clarion Hotel and Conference Center, which occurred in Fall 2016. The proposed redevelopment includes the construction of approximately 138,000 gross square feet of general and medical office space, with supporting appurtenances such as access drives and parking areas, pedestrian and bicyclist accommodations, utility services and stormwater management features. The project will result in an increase in impervious ground surface. The proposed drainage conditions at the project site were divided into 35 proposed subcatchments. These subcatchment areas, along with the 9 existing subcatchment areas to remain in Atwood Drive, are shown on Figure 5, Proposed Conditions Drainage Area Map, provided in Appendix B. The proposed conditions subcatchments continue to discharge runoff to Design Point 1: Western Wetland Area (DP-1) and Design Point 2: Northern Wetland Area (DP-2). A description of the areas, as well as their proposed stormwater management features, are as follows: Drainage Areas 6S thru 9S, 13S: These drainage areas include areas of pavement and grass between Buildings 1 and 2, as well as areas to the rear of Building 2. Stormwater is collected in deep-sump, hooded catch basins and is conveyed to proprietary treatment devices prior to discharge at Infiltration Basin 1. Infiltration Basin 1 discharges to Design Point DP-1. Drainage Areas 12: This drainage area includes an area of pavement to the north of Building 2. Stormwater is collected through a proprietary treatment devices Section 2 Project Description Tighe&Bond Atwood North Redevelopment Project Stormwater Management Report 2-4 prior to discharge at Infiltration Basin 1. Infiltration Basin 1 discharges to Design Point DP-1. Drainage Areas 14S thru 16S, 25S thru 32S: These drainage areas include areas of pavement and grass between Buildings 1 and 2, as well as areas to the rear of Building 2. Stormwater is collected in deep-sump, hooded catch basins and is conveyed to proprietary treatment devices prior to discharge at Infiltration Basin 2. Infiltration Basin 2 discharges to Design Point DP-1. Drainage Areas 17S: This drainage area includes the grassed area associated with Infiltration Basin 2. Infiltration Basin 2 discharges to Design Point DP-1. Drainage Areas 18S: This drainage area includes the grassed area associated with Infiltration Basin 1. Infiltration Basin 1 discharges to Design Point DP-1. Drainage Areas 20S: This drainage area includes grassed and wetland areas located to the west of the two Infiltration Basins. This area discharges to Design Point DP-1. Drainage Areas 1S, 3S, 4S, 74S, 75S: These drainage areas include areas of pavement to the north and east of Building 1. Stormwater is collected in deep- sump, hooded catch basins and discharges to Bioretention Basin 1. Bioretention Basin 1 discharges to Design Point DP-2. Drainage Areas 5S, 10S, 11S, 19S: These drainage areas include area of pavement, grass and bioretention areas along the northern property line. Stormwater is conveyed directly to Bioretention Basin 1. Sheet flow into Bioretention Basin 2 is preceded by a ¾-inch stone filter strip as a pretreatment device. Bioretention Basin 1 discharges to Design Point DP-2. Drainage Areas 21S, 24S, 77S: These drainage areas include areas of pavement, grass and bioretention along the northern property line. Stormwater is conveyed directly to Design Point DP-2. Drainage Areas 2S, 22S, 23S: These drainage areas include areas of pavement, grass and bioretention areas to the east of Building 1. Stormwater runoff from these areas is conveyed directly to Bioretention Basin 2. Sheet flow into Bioretention Basin 2 is preceded by a ¾-inch stone filter strip as a pretreatment device. Bioretention Basin 2 discharges to the storm drain collection system in Atwood Drive and Design Point DP-1. The RCN used in the calculation of the composite RCN for each drainage area is based on the values provided in Table 2.3. Table 2.3 Proposed Conditions Runoff Curve Numbers Ground Cover Type Runoff Curve Number Paved parking, HSG B 98 Section 2 Project Description Tighe&Bond Atwood North Redevelopment Project Stormwater Management Report 2-5 A summary of each proposed conditions subcatchment area, its size and associated composite RCN is provided in Table 2.4 below. Table 2.4 Proposed Conditions Drainage Area Summary Drainage Area Designation Discharge Location Drainage Area Size (acres) Composite Runoff Curve Number (RCN) Drainage Area 1S DP-2 0.39 94 Drainage Area 2S DP-1 0.26 95 Drainage Area 3S DP-2 0.23 94 Drainage Area 4S DP-2 0.44 95 Drainage Area 5S DP-2 0.04 98 Drainage Area 6S DP-1 0.39 93 Drainage Area 7S DP-1 0.23 94 Drainage Area 8S DP-1 0.23 94 Drainage Area 9S DP-1 0.36 95 Drainage Area 10S DP-2 0.21 93 Drainage Area 11S DP-2 0.08 98 Drainage Area 12S DP-1 0.14 98 Drainage Area 13S DP-1 0.20 82 Drainage Area 14S DP-1 0.06 98 Drainage Area 15S DP-1 0.10 89 Drainage Area 16S DP-1 0.24 81 Drainage Area 17S DP-1 0.43 98 Drainage Area 18S DP-1 0.30 98 Drainage Area 19S DP-2 0.12 98 Drainage Area 20S DP-1 0.58 74 Drainage Area 21S DP-2 0.27 69 Drainage Area 22S DP-1 0.12 98 Drainage Area 23S DP-1 0.53 98 Drainage Area 24S DP-2 0.44 98 Drainage Area 25S DP-1 0.25 94 Drainage Area 26S DP-1 0.16 94 Drainage Area 27S DP-1 0.16 93 Drainage Area 28S DP-1 0.27 92 Drainage Area 29S DP-1 0.09 89 Drainage Area 30S DP-1 0.06 93 Drainage Area 31S DP-1 0.07 92 Drainage Area 32S DP-1 0.11 85 Grass Cover, Fair (50-75% cover), HSG B 69 Grass Cover, Good (>75% cover), HSG B 61 Roofs, HSG B 98 Woods, Fair, HSG B 60 Water Surface, HSG B 98 Section 2 Project Description Tighe&Bond Atwood North Redevelopment Project Stormwater Management Report 2-6 Drainage Area 74S DP-2 0.08 98 Drainage Area 75S DP-2 0.01 98 Drainage Area 77S DP-2 0.12 98 Existing areas that contribute to proposed conditions (Atwood Drive): Existing Drainage Area 15 DP-1 0.19 89 Existing Drainage Area 16 DP-1 0.20 93 Existing Drainage Area 17 DP-1 0.24 90 Existing Drainage Area 18 DP-1 0.32 93 Existing Drainage Area 19 DP-1 0.28 86 Existing Drainage Area 20 DP-1 0.26 87 Existing Drainage Area 21 DP-1 0.23 86 Existing Drainage Area 22 DP-1 0.24 86 Existing Drainage Area 23 DP-1 0.33 84 Total 10.07 91 The proposed stormwater management system improves both the quality and the quantity of stormwater discharge from the site. The system includes best management practices (BMP’s) such as deep-sump, hooded catch basins, bioretention basins, proprietary stormwater treatment units and two infiltration basins. A brief description of the proposed Best Management Practices incorporated into the stormwater management system are as follows: Deep-Sump, Hooded Catch Basins: Catch basins provided throughout the side collect stormwater runoff from the proposed parking areas and are connected to the project’s stormwater collection system. The deep-sump and hooded outlet provide runoff an opportunity to separate from solids and floatable pollutants prior to discharge and are used as a pretreatment device throughout the project. Bioretention Basins: The landscaped bioretention basins throughout the site will serve as detention, pretreatment and infiltration areas for stormwater runoff. Planted with native, non-invasive species such as Summersweet (clethra alnifolia) and Red Twig Dogwood (cornus sericea), the bioretention areas will not only treat captured stormwater but will also facilitate groundwater recharge. Proprietary Treatment Devices: Structural stormwater treatment devices, proposed as Stormceptor STC900 (or equal) are designed to mechanically separate pollutants from stormwater flows through centrifugal force and vortex separation. Units are proposed at the ends of both major treatment trains in the stormwater management system, prior to discharging into the infiltration basins. Infiltration Basin: The proposed surface infiltration basins are the collection points for the majority of runoff from the project and are located in the westernmost portion of the project area. The infiltration basins have been designed in accordance with the Massachusetts Stormwater Standards to provide the required groundwater recharge and water quality volume for the project. Outlet control devices regulate the quantity of stormwater discharged to the wetland west of the basins (DP-1). The basins are also equipped with emergency overflow spillways to minimize the potential for flooding. Section 2 Project Description Tighe&Bond Atwood North Redevelopment Project Stormwater Management Report 2-7 During pre-permitting meetings, the Northampton Conservation Commission expressed that the wetland to the north of the site should continue to be hydrated from stormwater runoff, as under existing conditions. The proposed stormwater management system includes separated stormwater treatment configurations and discharges to both design points in order to mimic existing conditions. The proposed site work reflects an improvement to the way stormwater is managed at the Atwood North Redevelopment. The existing system lacks any pretreatment or flow rate attenuation, and very little on- site infiltration currently occurs prior to runoff discharging to DP-1 and DP-2. 2.4 Hydrologic Analysis A hydrologic analysis of the pre-development and post-development site was performed to determine the impacts of the proposed project to peak discharge rates and stormwater runoff volumes. HydroCAD Release 9.10 is a hydrology and hydraulics software using Technical Release (TR) 20 and TR-55 methodologies for the determination of stormwater runoff quantities. The HydroCAD Report for both pre- and post-development conditions for the 2-, 10-, 25- and 100-year storm events is provided in Appendix D. Rainfall depths used in the analysis are consistent with for Hampshire County and as provided in Table 2.5 below. Table 2.5 Design Rainfall Depths Storm Event Rainfall Depth (inches) 2-Year 3.07 10-Year 4.47 25-Year 5.54 100-Year 7.68 SECTION 3 Tighe&Bond Atwood North Redevelopment Project Stormwater Management Report 3-1 Section 3 Regulatory Compliance The project is required to comply with the ten Massachusetts Department of Environmental Protection (MassDEP) Massachusetts Stormwater Standards (Standards) under the Massachusetts Wetlands Protection Act and the City of Northampton Stormwater Regulations. The Massachusetts Stormwater Checklist is provided in Appendix A. 3.1 LID Measures MassDEP allows for reductions in structural stormwater Best Management Practice (BMP) requirements for water quantity and quality when certain criteria are met. The proposed project includes environmentally sensitive site design and low impact development techniques; however, the applicant is not requesting credit for LID measures because they are not necessary. 3.2 Standard 1: No New Untreated Discharges As a design goal identified by the City of Northampton Conservation Commission and Department of Public Works Stormwater program, existing conveyances to the wetland to the north are to be maintained to the maximum extent practicable. The majority of the site collects, treats, and discharges treated stormwater runoff to Waters of the Commonwealth. A relatively small area of proposed pavement in the easternmost portion of the project area conveys minimally treated stormwater to the easternmost finger of the northern wetland. This discharge, and its associated drainage area, is considered redevelopment as further described in Section 3.8. Further documentation pertaining to stormwater treatment is provided in Section 3.5. The remainder of the project area has been designed to properly collect, treat, and discharge stormwater in accordance with the Standards. It is not anticipated that erosive stormwater velocities will be encountered post- construction subsequently causing erosion and siltation to waters of the Commonwealth. All discharges have been designed to meet the thresholds identified in Volume 3 of the Massachusetts Stormwater Handbook. A summary of stormwater discharge velocities for the 2-year, 24-hour storm event are provided in Table 3.1, below, accompanied by permissible velocities as provided by MassDEP. Section 3 Regulatory Compliance Tighe&Bond Atwood North Redevelopment Project Stormwater Management Report 3-2 Table 3.1 Stormwater Discharge Velocities Discharge Location 2-year Storm Event (cfs) 2-Year Storm Event Velocity (fps) Maximum Permissible Velocity (fps)1 Existing 18” Outfall 7.7 4.4 5.0 FES-3 (24”) 3.0 0.9 5.0 FES-6 (24”) 2.0 0.0 5.0 FES-7 (24”) 2.0 0.0 5.0 FES-9 (24”) 0.0 0.0 5.0 FES-10 (12”) 1.3 1.6 5.0 3.3 Standard 2: Peak Discharge Rate Attenuation The proposed project will not substantially alter the existing stormwater flow paths at the site through use of infiltration and detention. Runoff is collected by grassed swales and deep-sump, hooded catch basins located within the parking areas and conveyed to the infiltration basins or bioretention areas where runoff is detained prior to discharge. Table 3.2 presents the results of the pre-development stormwater runoff analysis versus the post-development stormwater runoff analysis, previously described in Section 2.4, for project. Table 3.2 Peak Discharge Rate Comparison – Design Point 1 (Wetland) 2-Year Storm Event (cfs) 10-Year Storm Event (cfs) 25-Year Storm Event (cfs) 100-Year Storm Event (cfs) Design Point 1 Western Wetland Existing 16.7 27.9 36.6 54.3 Proposed 11.5 21.2 28.0 41.5 Design Point 2 Northern Wetland Existing 6.0 9.0 11.3 15.8 Proposed 4.2 7.0 8.5 11.3 Table 3.2 indicates that existing peak discharge rates are reduced for all storm events at each discharge point. 3.4 Standard 3: Groundwater Recharge The proposed project will allow treated stormwater runoff from the proposed project to infiltrate to groundwater. The surface infiltration basins include outlet control structures 1 Maximum Permissible Velocity is based on Table 2.3.1 of Volume 3 of the MassDEP Stormwater Handbook Section 3 Regulatory Compliance Tighe&Bond Atwood North Redevelopment Project Stormwater Management Report 3-3 to regulate the quantity of stormwater discharged from the basin after the required volume of stormwater is allowed to infiltrate. The infiltration systems have been designed in accordance with the MassDEP Stormwater Handbook and provide the required recharge volume. Since the project does not collect all stormwater runoff from the proposed parking area, specifically in areas where runoff is allowed to sheet flow to the north to continue to hydrate the existing wetland through paved swales to mimic existing conditions, a capture area adjustment has been accounted for in the recharge volume calculations. The bioretention basins situated throughout the site were also designed to provide some level of groundwater recharge. Planted with native groundcovers, shrubs, and understory trees, these basins will be constructed using a soil mix and profile appropriate for infiltration and in accordance with Volume 2, Chapter 2 of the Massachusetts Stormwater Handbook. Recharge calculations are provided in Appendix D. 3.5 Standard 4: Water Quality Standard 4 of the Massachusetts Stormwater Standards addresses stormwater quality requirements. This standard requires that new stormwater management systems be designed to achieve an 80% Total Suspended Solids (TSS) removal rate prior to discharge. MassDEP has published presumed removal rates for each of the BMP’s featured in their design guidelines. Additionally, this standard addresses the required volume of stormwater runoff that is to be treated by the BMPs, as well as components of a long-term source control and pollution prevention plan. The following treatment trains have been incorporated into the design of the stormwater management system: Treatment Train 1: This treatment train consists of a monthly street sweeping program, deep-sump, hooded catch basins, proprietary water quality treatment devices and an infiltration basin. The pretreatment requirement of 44% TSS removal prior to infiltration is met through the pretreatment features of this train. The overall TSS removal for this train is 97%. Treatment Train 2: This treatment train consists of a monthly street sweeping program, deep-sump, hooded catch basins, and a bioretention basin. The pretreatment requirement of 44% TSS removal prior to infiltration is met through the pretreatment features of this train. The overall TSS removal for this train is 93%. Treatment Train 3: This treatment train consists of a monthly street sweeping program and a bioretention basin. The pretreatment requirement of 44% is met through this treatment train. The overall TSS removal for this train is 91%. Treatment Train 4: This treatment train consists of a monthly street sweeping program, proprietary water quality treatment device and an infiltration basin. The overall TSS removal for this train is 95%. Treatment Train 5: This treatment train consists of a monthly street sweeping program. The overall TSS removal for this train is 10%. Section 3 Regulatory Compliance Tighe&Bond Atwood North Redevelopment Project Stormwater Management Report 3-4 On a site-wise basis, the required 80% TSS removal rate is achieved. One discharge location does not individually achieve the 80% TSS removal requirement; however, this discharge is considered de minimum by MassDEP2 as the quantity of stormwater runoff during the 2-year, 24-hour storm event is less than 1 cubic foot per second. These discharges were minimized to the maximum extent practicable, but are provided to hydrate runoff to the easternmost portion of the northern wetland. Due to site constraints, this was the only feasible way to discharge stormwater to the easternmost portion of this wetland while still meeting the Standard on a site-wide basis for stormwater quality. The site-wide TSS removal calculation is as follows. This calculation is based on the impervious areas within the project, excluding building rooftop areas. Table 3.3 TSS Removal Efficiencies Treatment Train 1 – CB, WQU, Infiltration Basin 97% 3.0 Acres Treatment Train 2 – CB, Bioretention Basin 93% 1.2 Acres Treatment Train 3 – Bioretention Basin – Direct Entry 91% 0.3 Acres Treatment Train 4 – WQU, Infiltration Basin 95% 0.1 Acres Treatment Train 5 – Street Sweeping 10% 0.1 Acres Total 4.7 Acres Weighted Average TSS Removal 93% The National Pollutant Discharge Elimination System (NPDES) administered by the Environmental Protection Agency (EPA) requires that a SWPPP be prepared as the site will disturb over one-acre of earth. A SWPPP was prepared by the contractor and a Notice of Intent with the EPA was filed prior to construction. The owner of the project is performing the monitoring and the reporting responsibilities as outlined in the SWPPP. 3.6 Standard 5: Land Uses with Higher Potential Pollutant Loads (LUHPPLs) It is anticipated that the proposed project uses will generate more than 1,000 vehicle trips per day, therefore the site has been designated as a LUHPPL. Therefore, the following conditions have been met through design: 1. BMPs are suitable for treating runoff from LUHPPL through the use of grassed channels, bioretention areas, infiltration basins, proprietary water quality units, and deep sump hooded catch basins. 2. The Required Water Quality Volume was calculated with 1” required depth (See Appendix D). 2 Massachusetts Department of Environmental Protection, Stormwater Handbook, Volume 3: Documenting Compliance, Chapter 1, pp. 35-37. Section 3 Regulatory Compliance Tighe&Bond Atwood North Redevelopment Project Stormwater Management Report 3-5 3. Pretreatment BMPs have been included to meet 44% TSS removal prior to infiltration (See Appendix D for BMP Treatment Train Worksheets). 4. Filtering bioretention areas have been included in order to minimize the effect of oil and grease, should elevated concentrations exist in runoff. The proposed BMPs of the stormwater management system have been designed in compliance with the requirements of Standard 5 and the Massachusetts Stormwater Handbook. Calculations supporting the more stringent Required Water Quality volume and 44% TSS removal prior to infiltration are provided in Appendix D. A long term pollution prevention plan has also been developed for the project and is provided in Appendix F. 3.7 Standard 6: Critical Areas The site discharges stormwater runoff to an un-named wetland as the first receiving water. The wetland area abuts the Connecticut River but is not located in a Critical Area as defined in the Massachusetts Stormwater Standards or 314 CMR 4.00. The project will not result in any new discharges to the Connecticut River. Existing drainage patterns will be maintained and stormwater quality will be improved as a result of the development. 3.8 Standard 7: Redevelopment Projects The project is considered a combination of new development and redevelopment. While the majority of the project has been designed to fully comply with the Standards, a relatively small area of proposed pavement is considered as a redevelopment. Drainage Area 77S, as shown on Figure 5: Proposed Conditions Drainage Area Map, conveys minimally treated runoff to the wetland to the north (Design Point DP-2). This drainage area comprises approximately 1% of the overall project area. Due to challenges with property ownership and topography, this drainage area discharges runoff through two curb cuts along the northern property line. This was required to continue to hydrate the easternmost finger of the northern wetland, which is a requirement of the Northampton Conservation Commission and the Massachusetts Wetlands Protection Act. This drainage area and its associated discharges comply with the Standards to the maximum extent practicable. Further discussion of the project’s compliance with peak rate attenuation, groundwater recharge, and treatment practices are further described in Sections 3.3, 3.4 and 3.5, respectfully. 3.9 Standard 8: Construction Period Pollution Prevention, Erosion and Sedimentation Control There will be more than one acre of land disturbed as a result of this project, therefore an EPA NPDES Construction General Permit was obtained before construction commenced. A SWPPP was prepared by the contractor prior to demolition of the Clarion Hotel and Conference Center. For the proposed project, a second SWPPP will be implemented that meets the requirements of the MassDEP Stormwater Handbook Standard 8 and EPA Section 3 Regulatory Compliance Tighe&Bond Atwood North Redevelopment Project Stormwater Management Report 3-6 NPDES General Construction Permit. A Draft SWPPP, to be finalized and implemented by the Contractor, has been provided in Appendix F of this Stormwater Report. Construction Period Pollution Prevention and Erosion and Sedimentation control measures are also provided on the separately attached Permitting Plans and in the Stormwater Operations and Maintenance Plan included in Appendix E of this Stormwater Report. 3.10 Standard 9: Long-Term Operation and Maintenance Plan A Stormwater Operations and Maintenance Plan is included in Appendix E of this report. The O&M plan indicates the responsible parties for the project, routine and non-routine maintenance tasks and inspection criteria. 3.11 Standard 10: Prohibition of Illicit Discharges Illicit discharges to the stormwater management system are discharges that are not entirely comprised of stormwater. Illicit discharge does not include discharges from the following activities or facilities: firefighting, water line flushing, landscape irrigation, uncontaminated groundwater, potable water sources, foundation drains, air conditioning condensation, footing drains, individual resident car washing, flows from riparian habitats and wetlands, dechlorinated water from swimming pools, water used for street washing, and water used to clean residential buildings without detergents. A signed Illicit Discharge Statement is provided in Appendix G. 3.12 City of Northampton Stormwater Management Regulations The project has been designed in accordance with the City of Northampton Stormwater Management (Chapter 281) requirements. The requirements generally mimic those of the Massachusetts Stormwater Standards, with additional design requirements for stormwater infiltration systems and erosion and sedimentation control features. J:\H\H1363\Atwood North\Permits\Stormwater\December 2016\1713634_Stormwater_Report (Revised 5-9- 17).docx APPENDIX A swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: No disturbance to any Wetland Resource Areas Site Design Practices (e.g. clustered development, reduced frontage setbacks) Reduced Impervious Area (Redevelopment Only) Minimizing disturbance to existing trees and shrubs LID Site Design Credit Requested: Credit 1 Credit 2 Credit 3 Use of “country drainage” versus curb and gutter conveyance and pipe Bioretention Cells (includes Rain Gardens) Constructed Stormwater Wetlands (includes Gravel Wetlands designs) Treebox Filter Water Quality Swale Grass Channel Green Roof Other (describe): Standard 1: No New Untreated Discharges No new untreated discharges Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 4 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 2: Peak Rate Attenuation Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm. Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. Standard 3: Recharge Soil Analysis provided. Required Recharge Volume calculation provided. Required Recharge volume reduced through use of the LID site Design Credits. Sizing the infiltration, BMPs is based on the following method: Check the method used. Static Simple Dynamic Dynamic Field1 Runoff from all impervious areas at the site discharging to the infiltration BMP. Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: Site is comprised solely of C and D soils and/or bedrock at the land surface M.G.L. c. 21E sites pursuant to 310 CMR 40.0000 Solid Waste Landfill pursuant to 310 CMR 19.000 Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. Calculations showing that the infiltration BMPs will drain in 72 hours are provided. Property includes a M.G.L. c. 21E site or a solid waste landfill and a mounding analysis is included. 1 80% TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 3: Recharge (continued) The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4: Water Quality The Long-Term Pollution Prevention Plan typically includes the following: Good housekeeping practices; Provisions for storing materials and waste products inside or under cover; Vehicle washing controls; Requirements for routine inspections and maintenance of stormwater BMPs; Spill prevention and response plans; Provisions for maintenance of lawns, gardens, and other landscaped areas; Requirements for storage and use of fertilizers, herbicides, and pesticides; Pet waste management provisions; Provisions for operation and management of septic systems; Provisions for solid waste management; Snow disposal and plowing plans relative to Wetland Resource Areas; Winter Road Salt and/or Sand Use and Storage restrictions; Street sweeping schedules; Provisions for prevention of illicit discharges to the stormwater management system; Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. Treatment BMPs subject to the 44% TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: is within the Zone II or Interim Wellhead Protection Area is near or to other critical areas is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) involves runoff from land uses with higher potential pollutant loads. The Required Water Quality Volume is reduced through use of the LID site Design Credits. Calculations documenting that the treatment train meets the 80% TSS removal requirement and, if applicable, the 44% TSS removal pretreatment requirement, are provided. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 4: Water Quality (continued) The BMP is sized (and calculations provided) based on: The ½” or 1” Water Quality Volume or The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. The NPDES Multi-Sector General Permit does not cover the land use. LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. All exposure has been eliminated. All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. Critical areas and BMPs are identified in the Stormwater Report. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 7 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: Limited Project Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development with a discharge to a critical area Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff Bike Path and/or Foot Path Redevelopment Project Redevelopment portion of mix of new and redevelopment. Certain standards are not fully met (Standard No. 1, 8, 9, and 10 must always be fully met) and an explanation of why these standards are not met is contained in the Stormwater Report. The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: Narrative; Construction Period Operation and Maintenance Plan; Names of Persons or Entity Responsible for Plan Compliance; Construction Period Pollution Prevention Measures; Erosion and Sedimentation Control Plan Drawings; Detail drawings and specifications for erosion control BMPs, including sizing calculations; Vegetation Planning; Site Development Plan; Construction Sequencing Plan; Sequencing of Erosion and Sedimentation Controls; Operation and Maintenance of Erosion and Sedimentation Controls; Inspection Schedule; Maintenance Schedule; Inspection and Maintenance Log Form. A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 8 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. The project is not covered by a NPDES Construction General Permit. The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: Name of the stormwater management system owners; Party responsible for operation and maintenance; Schedule for implementation of routine and non-routine maintenance tasks; Plan showing the location of all stormwater BMPs maintenance access areas; Description and delineation of public safety features; Estimated operation and maintenance budget; and Operation and Maintenance Log Form. The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: A copy of the legal instrument (deed, homeowner’s association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; An Illicit Discharge Compliance Statement is attached; NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs. APPENDIX B Based on USGS Topographic Map forEasthampton, MA Quadrangles. Revised 1979.Circles indicate 500-foot and half-mile radii SITE LOCATION ¹0 1,000 2,000 Feet 1:24,000 V:\Projects\H\H1363\ClarionHotel_usgs.mxd FIGURE 1SITE LOCATION MAP Hospitality North23 Atwood DriveNorthampton, Massachustts September 2013 H-1363 ^_ ¹0 1,000 2,000 Feet 1:24,000 V:\Projects\H\H1363\ClarionHotel_gis.mxd Data source: Office of Geographic and EnvironmentalInformation(MassGIS), Commonwealth of Massachusetts Executive Office of Environmental Affairs.Circles indicate 500-foot and half-mile radii.Data valid as of October 2012. FIGURE 2PRIORITY RESOURCE MAP Hospitality North23 Atwood DriveNorthampton, Massachustts W-1346 SITE LOCATION LEGEND September 2013 PowerlinePipeline Limited Access HighwayMulti-Lane Highway, NOT Limited AccessOther Numbered HighwayMajor Road - CollectorMinor Street or Road Public Surface Water Supply (PSWS)Inland Wetlands (MA DEP)Coastal Wetlands (MA DEP)Waterbodies Track or Trail Town BoundaryCounty Boundary Train Aquaduct Major Drainage Basin Sub Drainage Basin Quad Sheet Boundary (( Non-Potential Drinking Water Source Area - High YieldNon-Potential Drinking Water Source Area - Medium YieldPotentially Productive Medium Yield AquiferPotentially Productive High Yield AquiferEPA Designated Sole Source AquiferDEP Approved Wellhead Protection Area (Zone II)DEP Interim Wellhead Protection Area (IWPA) Public Surface Water Supply Protection Area (Zone A) NHESP Priority Habitats for Rare Species Protected and Recreational Open SpaceArea of Critical Environmental Concern (ACEC)Solid Waste Landfill Community Public Water Supply - Surface WaterCommunity Public Water Supply - GroundwaterNon-Community Non-Transient Public Water Supply Non-Community Transient Public Water Supply NHESP Certified Vernal Pools!Þ !Þ " "TX NHESP Estimated Habitats for Rare Wildlife ^_ UV5 UV5 UV5 UV5 UV5 UV5 §¨¦91 §¨¦91 §¨¦91 FIGURE 3ORTHOPHOTO MAP Hospitality North23 Atwood DriveNorthampton, Massachustts¹0 100 200 Feet 1:2,400 V:\Projects\H\H1363\ClarionHotel_ortho.mxd Based on MassGIS Color Orthophotography (April 2009) SITE LOCATION H-1363 September 2013 ^_ ATWOOD DRIVE ATWOOD DRIVE MT. TOM ROAD - ROUTE 5MANHAN ROAD (A .K.A. MEADOW ROAD) INTERSTATE 91 INTERSTATE 9100 80'160' SCALE IN FEET GRAPHIC SCALE N ATWOOD NORTH DEVELOPMENT NORTHAMPTON, MASSACHUSETTS FIGURE 4 EXISTING CONDITIONS DRAINAGE AREA MAP Tighe&Bond www.tighebond.com SCALE: 1"=80'DATE: REV. MAY 2017 SUBCATCHMENT BOUNDARY LEGEND STORMWATER FLOW PATH AREA 1 AREA 2A AREA 2B AREA 8 AREA 3 AREA 5 AREA 4 AREA 6 AREA 22 AREA 23 AREA 7 AREA 21 AREA 20 AREA 18 AREA 19 AREA 17 AREA 16 AREA 15 AREA 14B AREA 14A AREA 13 AREA 12 AREA 11 AREA 10 AREA 9BAREA 9AAREA 19S DESIGN POINT DP-1: WESTERN WETLAND AREA AREA 21S DESIGN POINT DP-2: NORTHERN WETLAND AREA DD D D DD DDDD D D D D D ATWOOD NORTH DEVELOPMENT NORTHAMPTON, MASSACHUSETTS FIGURE 5 PROPOSED CONDITIONS DRAINAGE AREA MAP Tighe&Bond www.tighebond.com SCALE: 1"=80'DATE: REV. MAY 2017 AREA 24S AREA 23S AREA 20S AREA 18S AREA 12S AREA 19SAREA 11S AREA 10S AREA 5S AREA 4S AREA 3S AREA 1S AREA 2S AREA 22SEXIST. AREA 22AREA 14SAREA 6SAREA 7SAREA 8SAREA 9SAREA 17S AREA 15S AREA 13S A R E A 1 6 S AREA 29S AREA 25SAREA 26SAREA 27SAREA 28SAREA 32S AREA 31SAREA 30S AREA 21S AREA 77SAREA 74S 00 80'160' SCALE IN FEET GRAPHIC SCALE N SUBCATCHMENT BOUNDARY LEGEND STORMWATER FLOW PATH DESIGN POINT DP-1: WESTERN WETLAND AREA DESIGN POINT DP-2: NORTHERN WETLAND AREA AREA 75S EXIST. AREA 23 EXIST. AREA 21 EXIST. AREA 20 EXIST. AREA 19 EXIST. AREA 18 EXIST. AREA 17 EXIST. AREA 16 EXIST. AREA 15 APPENDIX C Hydrologic Soil Group—Hampshire County, Massachusetts, Central Part (Atwood North Redevelopment Project) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/15/2016 Page 1 of 446861104686160468621046862604686310468636046864104686110468616046862104686260468631046863604686410695540695590695640695690695740695790695840695890695940695990696040 695540 695590 695640 695690 695740 695790 695840 695890 695940 695990 696040 42° 18' 19'' N 72° 37' 39'' W42° 18' 19'' N72° 37' 17'' W42° 18' 8'' N 72° 37' 39'' W42° 18' 8'' N 72° 37' 17'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 100 200 400 600Feet 0 35 70 140 210Meters Map Scale: 1:2,400 if printed on A landscape (11" x 8.5") sheet. Warning: Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hampshire County, Massachusetts, Central Part Survey Area Data: Version 11, Sep 14, 2016 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 28, 2011—Apr 18, 2011 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Hampshire County, Massachusetts, Central Part (Atwood North Redevelopment Project) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/15/2016 Page 2 of 4 Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Hampshire County, Massachusetts, Central Part (MA609) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 744A Hadley-Winooski-Urban land complex, 0 to 3 percent slopes B 15.9 100.0% Totals for Area of Interest 15.9 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Hydrologic Soil Group—Hampshire County, Massachusetts, Central Part Atwood North Redevelopment Project Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/15/2016 Page 3 of 4 06052013 Test Pit Logs 01-05.doc • rev. 10/07 Form 11 – Soil Suitability Assessment for Stormwater Design • Page 1 of 6 Commonwealth of Massachusetts City/Town of Northampton Form 11 - Soil Suitability Assessment for Stormwater Design C. On-Site Review Deep Observation Hole Number: TP-01 Depth (in.) Soil Horizon/ Layer Soil Matrix: Color-Moist (Munsell) Redoximorphic Features (mottles) Soil Texture (USDA) Coarse Fragments % by Volume Soil Structure Soil Consistence (Moist) Other Depth Color Percent Gravel Cobbles & Stones 0-6 A 10YR/3/3 Sandy Loam 5 0 SBK Friable 6-132 Fill 1 2.5Y/5/3 Loamy Sand 5 0 Massive Friable 132-144 C1 7.5YR/4/1 132" 2.5Y/5/8 >5 Dense Fine Sandy Loam 0 0 Massive Friable firm in place Additional Notes: No weeping or standing water observed. Fill material was generally free of construction/demolition debris with the exception of a couple pieces of asphalt (1’x1’x2”) observed in the first 2’ of excavation. C1 was dense material with an expected low permeability. 06052013 Test Pit Logs 01-05.doc • rev. 10/07 Form 11 – Soil Suitability Assessment for Stormwater Design • Page 2 of 6 Commonwealth of Massachusetts City/Town of Northampton Form 11 - Soil Suitability Assessment for Stormwater Design C. On-Site Review Deep Observation Hole Number: TP-02 Depth (in.) Soil Horizon/ Layer Soil Matrix: Color-Moist (Munsell) Redoximorphic Features (mottles) Soil Texture (USDA) Coarse Fragments % by Volume Soil Structure Soil Consistence (Moist) Other Depth Color Percent Gravel Cobbles & Stones 0-6 A 10YR/3/2 Sandy Loam 5 0 SBK Friable 6-88 FILL 1 2.5Y/5/3 Loamy Sand 5 0 Massive Friable 88-105 C1 2.5Y/3/1 88 2.5YR/5/8 3 Organic Fine Loamy Sand0 0 Massive Friable Firm in Place 105-144 C2 2.5Y/5/3 Fine Loamy Sand 0 0 Massive Friable Additional Notes: No weeping or standing water observed. Fill material was 80% loamy sand with pockets of medium sand. No construction/demolition debris encountered in fill material. C1 material was dark gray color with strong organic odors. C1 was dense material with an expected low permeability. C2 material consisted mainly of fine loamy sand with pockets of fine sand. Soils were saturated at 144” deep. No distinct signs of redox were observed in the C2 layer. 06052013 Test Pit Logs 01-05.doc • rev. 10/07 Form 11 – Soil Suitability Assessment for Stormwater Design • Page 3 of 6 Commonwealth of Massachusetts City/Town of Northampton Form 11 - Soil Suitability Assessment for Stormwater Design C. On-Site Review Deep Observation Hole Number: TP-03 Depth (in.) Soil Horizon/ Layer Soil Matrix: Color-Moist (Munsell) Redoximorphic Features (mottles) Soil Texture (USDA) Coarse Fragments % by Volume Soil Structure Soil Consistence (Moist) Other Depth Color Percent Gravel Cobbles & Stones 0-8 A 10YR/3/2 Sandy Loam 5 0 SBK Friable 8-60 FILL 1 2.5Y/5/3 Loamy Sand 5 0 Massive Friable 60-108 FILL 2 2.5Y/6/2 Med Coarse Sand5 0 Single Grain Loose 108-136 C1 7.5YR/4/1 108” 2.5YR/8/8 >5 Dense Fine Sandy Loam 0 0 Massive Friable Firm in Place Additional Notes: No weeping or standing water observed. No construction/demolition debris encountered in fill material. C1 was dense material with an expected low permeability. 06052013 Test Pit Logs 01-05.doc • rev. 10/07 Form 11 – Soil Suitability Assessment for Stormwater Design • Page 4 of 6 Commonwealth of Massachusetts City/Town of Northampton Form 11 - Soil Suitability Assessment for Stormwater Design C. On-Site Review Deep Observation Hole Number: TP-04 Depth (in.) Soil Horizon/ Layer Soil Matrix: Color-Moist (Munsell) Redoximorphic Features (mottles) Soil Texture (USDA) Coarse Fragments % by Volume Soil Structure Soil Consistence (Moist) Other Depth Color Percent Gravel Cobbles & Stones 0-4 A 10YR/3/2 Sandy Loam 5 0 SBK Friable 4-62 FILL 1 7.5YR/5/2 Loamy Sand 5 0 Massive Friable 62-100 FILL 2 2.5Y/5/3 90” 5YR/5/4 3 Medium Sand 5 0 Single Grain Loose 100-144 C1 7.5YR/4/1 100” 5YR/5/4 >5 Dense Fine Sandy Loam 0 0 Massive Friable Wet Additional Notes: No weeping or standing water observed. Fill 1 material included approximately 25% construction/demolition debris (brick, mortar, rebar, metal pipe) by volume. Fill 2 material only had a few angular stone and bricks (3-4 pieces). C1 was dense material with an expected low permeability. C1 material was saturated at 132” deep. C1 material is no longer firm in place when saturated. 06052013 Test Pit Logs 01-05.doc • rev. 10/07 Form 11 – Soil Suitability Assessment for Stormwater Design • Page 5 of 6 Commonwealth of Massachusetts City/Town of Northampton Form 11 - Soil Suitability Assessment for Stormwater Design C. On-Site Review Deep Observation Hole Number: TP-05 Depth (in.) Soil Horizon/ Layer Soil Matrix: Color-Moist (Munsell) Redoximorphic Features (mottles) Soil Texture (USDA) Coarse Fragments % by Volume Soil Structure Soil Consistence (Moist) Other Depth Color Percent Gravel Cobbles & Stones 0-7 A 10YR/3/2 Sandy Loam 5 0 SBK Friable 7-82 FILL 1 7.5YR/5/2 Loamy Sand 5 0 Massive Friable 82-132 C1 7.5YR/4/1 82” 5YR/5/4 >5 Dense Fine Sandy Loam 0 0 Massive Friable Firm in Place Additional Notes: No weeping or standing water observed. Fill 1 material included approximately 50% construction/demolition debris (brick, mortar, rebar, metal pipe) by volume. C1 was dense material with an expected low permeability. C1 material was saturated at 100” deep. C1 material is no longer firm in place when saturated. 06052013 Test Pit Logs 01-05.doc • rev. 10/07 Form 11 – Soil Suitability Assessment for Stormwater Design • Page 6 of 6 Commonwealth of Massachusetts City/Town of Northampton Form 11 - Soil Suitability Assessment for Stormwater Design F. Certification I certify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct soil evaluations and that the above analysis has been performed by me consistent with the required training, expertise and experience described in 310 CMR 15.017. Signature of Soil Evaluator Date Jeremy Cigal, Tighe & Bond, Inc. / #2870 Typed or Printed Name of Soil Evaluator / License # 11/2004 Date of Soil Evaluator Exam Field Notes: Date: June 5, 2013 Backhoe = CAT 420D (Seaboard Drilling) Weather: Sunny, 70 degrees See site plan for test pit locations APPENDIX D Existing Conditions Hydrologic Calculations 1S Area 1 2AS Area 2A 2BS Area 2B 3S Area 3 4S Area 4 5S Area 5 6S Area 6 7S Area 7 8S Area 8 9AS Area 9A 9BS Area 9B 10S Area 10 11S Area 11 12S Area 12 13S Area 13 14AS Area 14A 14BS Area 14B 15S Area 15 16S Area 16 17S Area 1718S Area 18 19S Area 19 20S Area 20 21S Area 21 22S Area 22 23S Area 23 1R Design Point 2 - Northern Wetland Area 2R Design Point 1 - Western Wetland Area 15R Area 2B Swale 16R Area 8 Swale 17R Area 9A Swale 18R Area 9B/10 Swale 19R Area 14A Swale 20R Area 14B Swale CB-ACB CBA CB-BCB CBB CB1CB CB1 CB10CB CB10 CB2CB CB2 CB3CB CB3 CB4CB CB4 CB5CB CB5 CB6CB CB6 CB7CB CB-7 CB8CB CB8 CB9CB CB9 DMH1CB DMH1 DMH2CB DMH2 DMH3CB DMH3 DMH4CB DMH4 DMH5CB DMH5 STC-450iCB STC 450i Drainage Diagram for Existing Drainage_5-4-17Prepared by Tighe & Bond, Inc., Printed 5/15/2017 HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcat Reach Pond Link Pre-Development Conditions Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 2HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.158 60 Woods, Fair, HSG B (2AS) 3.202 69 50-75% Grass cover, Fair, HSG B (1S, 2AS, 2BS, 3S, 4S, 5S, 6S, 7S, 8S, 9AS, 9BS, 11S, 12S, 13S, 14AS, 14BS, 15S, 16S, 17S, 18S, 19S, 20S, 21S, 22S, 23S) 3.376 98 Paved parking, HSG B (3S, 4S, 5S, 6S, 7S, 12S, 13S, 15S, 16S, 17S, 18S, 19S, 20S, 21S, 22S, 23S) 1.475 98 Roofs, HSG B (1S, 3S, 4S, 5S, 7S, 8S, 9AS, 9BS, 10S, 11S, 12S, 13S, 14AS) 1.649 98 Unconnected pavement, HSG B (1S, 2AS, 2BS, 8S, 9AS, 9BS, 14AS, 14BS) 0.212 98 Water Surface, HSG B (1S, 2AS) 10.072 88 TOTAL AREA Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 3HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=62,117 sf 26.23% Impervious Runoff Depth>0.92"Subcatchment 1S: Area 1 Flow Length=310' Tc=4.3 min UI Adjusted CN=75 Runoff=1.65 cfs 0.109 af Runoff Area=39,248 sf 17.10% Impervious Runoff Depth>0.72"Subcatchment 2AS: Area 2A Flow Length=129' Tc=6.6 min UI Adjusted CN=71 Runoff=0.73 cfs 0.054 af Runoff Area=9,148 sf 95.23% Impervious Runoff Depth>2.59"Subcatchment 2BS: Area 2B Flow Length=118' Tc=7.5 min CN=97 Runoff=0.58 cfs 0.045 af Runoff Area=42,384 sf 79.14% Impervious Runoff Depth>2.10"Subcatchment 3S: Area 3 Flow Length=167' Tc=2.0 min CN=92 Runoff=2.71 cfs 0.170 af Runoff Area=7,362 sf 94.08% Impervious Runoff Depth>2.49"Subcatchment 4S: Area 4 Flow Length=48' Tc=0.8 min CN=96 Runoff=0.55 cfs 0.035 af Runoff Area=20,647 sf 80.17% Impervious Runoff Depth>2.10"Subcatchment 5S: Area 5 Flow Length=158' Tc=1.9 min CN=92 Runoff=1.32 cfs 0.083 af Runoff Area=8,712 sf 65.00% Impervious Runoff Depth>1.76"Subcatchment 6S: Area 6 Flow Length=98' Tc=1.6 min CN=88 Runoff=0.48 cfs 0.029 af Runoff Area=24,830 sf 85.96% Impervious Runoff Depth>2.29"Subcatchment 7S: Area 7 Flow Length=132' Tc=1.8 min CN=94 Runoff=1.69 cfs 0.109 af Runoff Area=8,843 sf 78.82% Impervious Runoff Depth>2.10"Subcatchment 8S: Area 8 Flow Length=75' Tc=1.0 min CN=92 Runoff=0.58 cfs 0.036 af Runoff Area=4,356 sf 89.99% Impervious Runoff Depth>2.39"Subcatchment 9AS: Area 9A Flow Length=73' Slope=0.0200 '/' Tc=0.8 min CN=95 Runoff=0.31 cfs 0.020 af Runoff Area=23,087 sf 86.79% Impervious Runoff Depth>2.29"Subcatchment 9BS: Area 9B Flow Length=250' Tc=2.0 min CN=94 Runoff=1.57 cfs 0.101 af Runoff Area=5,445 sf 100.00% Impervious Runoff Depth>2.70"Subcatchment 10S: Area 10 Tc=5.0 min CN=98 Runoff=0.37 cfs 0.028 af Runoff Area=12,676 sf 96.22% Impervious Runoff Depth>2.59"Subcatchment 11S: Area 11 Tc=5.0 min CN=97 Runoff=0.86 cfs 0.063 af Runoff Area=18,687 sf 83.68% Impervious Runoff Depth>2.19"Subcatchment 12S: Area 12 Flow Length=216' Tc=1.7 min CN=93 Runoff=1.23 cfs 0.078 af Runoff Area=13,242 sf 78.95% Impervious Runoff Depth>2.10"Subcatchment 13S: Area 13 Flow Length=198' Tc=1.4 min CN=92 Runoff=0.85 cfs 0.053 af Runoff Area=17,859 sf 90.25% Impervious Runoff Depth>2.39"Subcatchment 14AS: Area 14A Flow Length=244' Tc=2.2 min CN=95 Runoff=1.25 cfs 0.082 af Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 4HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Runoff Area=20,909 sf 97.91% Impervious Runoff Depth>2.60"Subcatchment 14BS: Area 14B Flow Length=139' Tc=1.5 min CN=97 Runoff=1.53 cfs 0.104 af Runoff Area=8,059 sf 70.27% Impervious Runoff Depth>1.84"Subcatchment 15S: Area 15 Flow Length=41' Tc=2.1 min CN=89 Runoff=0.46 cfs 0.028 af Runoff Area=8,668 sf 81.91% Impervious Runoff Depth>2.19"Subcatchment 16S: Area 16 Flow Length=77' Tc=3.0 min CN=93 Runoff=0.57 cfs 0.036 af Runoff Area=10,324 sf 71.73% Impervious Runoff Depth>1.93"Subcatchment 17S: Area 17 Flow Length=58' Tc=5.2 min CN=90 Runoff=0.56 cfs 0.038 af Runoff Area=14,113 sf 83.33% Impervious Runoff Depth>2.19"Subcatchment 18S: Area 18 Flow Length=329' Tc=4.8 min CN=93 Runoff=0.87 cfs 0.059 af Runoff Area=12,240 sf 59.79% Impervious Runoff Depth>1.61"Subcatchment 19S: Area 19 Flow Length=291' Tc=4.3 min CN=86 Runoff=0.59 cfs 0.038 af Runoff Area=11,500 sf 61.74% Impervious Runoff Depth>1.68"Subcatchment 20S: Area 20 Flow Length=295' Tc=3.5 min CN=87 Runoff=0.60 cfs 0.037 af Runoff Area=10,062 sf 59.74% Impervious Runoff Depth>1.61"Subcatchment 21S: Area 21 Flow Length=304' Tc=3.6 min CN=86 Runoff=0.50 cfs 0.031 af Runoff Area=10,367 sf 58.41% Impervious Runoff Depth>1.61"Subcatchment 22S: Area 22 Flow Length=253' Tc=3.6 min CN=86 Runoff=0.51 cfs 0.032 af Runoff Area=13,852 sf 50.32% Impervious Runoff Depth>1.46"Subcatchment 23S: Area 23 Flow Length=258' Tc=3.7 min CN=84 Runoff=0.62 cfs 0.039 af Inflow=5.96 cfs 0.416 afReach 1R: Design Point 2 - Northern Wetland Area Outflow=5.96 cfs 0.416 af Inflow=16.74 cfs 1.123 afReach 2R: Design Point 1 - Western Wetland Area Outflow=16.74 cfs 1.123 af Avg. Flow Depth=0.03' Max Vel=3.27 fps Inflow=0.58 cfs 0.045 afReach 15R: Area 2B Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=0.58 cfs 0.045 af Avg. Flow Depth=0.03' Max Vel=3.25 fps Inflow=0.58 cfs 0.036 afReach 16R: Area 8 Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=0.58 cfs 0.036 af Avg. Flow Depth=0.02' Max Vel=2.58 fps Inflow=0.31 cfs 0.020 afReach 17R: Area 9A Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=0.31 cfs 0.020 af Avg. Flow Depth=0.04' Max Vel=4.29 fps Inflow=1.92 cfs 0.129 afReach 18R: Area 9B/10 Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=234.60 cfs Outflow=1.92 cfs 0.129 af Avg. Flow Depth=0.07' Max Vel=3.15 fps Inflow=1.25 cfs 0.082 afReach 19R: Area 14A Swale n=0.013 L=12.0' S=0.0300 '/' Capacity=81.51 cfs Outflow=1.25 cfs 0.082 af Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 5HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Avg. Flow Depth=0.05' Max Vel=4.72 fps Inflow=1.53 cfs 0.104 afReach 20R: Area 14B Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=1.53 cfs 0.104 af Peak Elev=130.51' Inflow=0.46 cfs 0.028 afPond CB-A: CBA 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' Outflow=0.46 cfs 0.028 af Peak Elev=130.50' Inflow=1.03 cfs 0.065 afPond CB-B: CBB 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' Outflow=1.03 cfs 0.065 af Peak Elev=116.50' Inflow=0.98 cfs 0.061 afPond CB1: CB1 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' Outflow=0.98 cfs 0.061 af Peak Elev=127.12' Inflow=2.71 cfs 0.170 afPond CB10: CB10 12.0" Round Culvert n=0.012 L=141.0' S=0.0055 '/' Outflow=2.71 cfs 0.170 af Peak Elev=116.50' Inflow=0.62 cfs 0.039 afPond CB2: CB2 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' Outflow=0.62 cfs 0.039 af Peak Elev=125.62' Inflow=0.50 cfs 0.031 afPond CB3: CB3 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' Outflow=0.50 cfs 0.031 af Peak Elev=125.63' Inflow=0.60 cfs 0.037 afPond CB4: CB4 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' Outflow=0.60 cfs 0.037 af Peak Elev=129.52' Inflow=2.03 cfs 0.141 afPond CB5: CB5 12.0" Round Culvert n=0.012 L=42.0' S=0.0136 '/' Outflow=2.03 cfs 0.141 af Peak Elev=130.15' Inflow=1.65 cfs 0.112 afPond CB6: CB6 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' Outflow=1.65 cfs 0.112 af Peak Elev=130.08' Inflow=0.59 cfs 0.038 afPond CB7: CB-7 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' Outflow=0.59 cfs 0.038 af Peak Elev=126.59' Inflow=5.72 cfs 0.362 afPond CB8: CB8 12.0" Round Culvert n=0.012 L=50.0' S=-0.0010 '/' Outflow=5.72 cfs 0.362 af Peak Elev=126.96' Inflow=4.03 cfs 0.254 afPond CB9: CB9 12.0" Round Culvert n=0.012 L=100.0' S=0.0048 '/' Outflow=4.03 cfs 0.254 af Peak Elev=116.44' Inflow=14.63 cfs 0.960 afPond DMH1: DMH1 18.0" Round Culvert n=0.012 L=309.0' S=0.0149 '/' Outflow=14.63 cfs 0.960 af Peak Elev=125.61' Inflow=12.56 cfs 0.825 afPond DMH2: DMH2 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' Outflow=12.56 cfs 0.825 af Peak Elev=129.43' Inflow=5.82 cfs 0.394 afPond DMH3: DMH3 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' Outflow=5.82 cfs 0.394 af Peak Elev=130.07' Inflow=3.79 cfs 0.253 afPond DMH4: DMH4 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' Outflow=3.79 cfs 0.253 af Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 6HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=130.34' Inflow=1.57 cfs 0.103 afPond DMH5: DMH5 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' Outflow=1.57 cfs 0.103 af Peak Elev=130.42' Inflow=1.57 cfs 0.103 afPond STC-450i: STC 450i 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' Outflow=1.57 cfs 0.103 af Total Runoff Area = 10.072 ac Runoff Volume = 1.539 af Average Runoff Depth = 1.83" 33.36% Pervious = 3.360 ac 66.64% Impervious = 6.712 ac Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 7HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Area 1 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.65 cfs @ 12.07 hrs, Volume= 0.109 af, Depth> 0.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.07" Area (sf) CN Description 8,799 98 Unconnected pavement, HSG B 45,823 69 50-75% Grass cover, Fair, HSG B 610 98 Roofs, HSG B 6,885 98 Water Surface, HSG B 62,117 77 Weighted Average, UI Adjusted CN = 75 45,823 73.77% Pervious Area 16,294 26.23% Impervious Area 8,799 54.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 54 0.0010 0.36 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4 29 0.0220 1.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 35 0.0290 1.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3 42 0.0240 2.49 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2 41 0.0490 3.56 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.3 43 0.0230 2.44 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 27 0.0370 3.10 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 12 0.0830 4.64 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 14 0.2860 8.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 13 0.0770 4.47 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 4.3 310 Total Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 8HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 1S: Area 1 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2-YR Rainfall=3.07" Runoff Area=62,117 sf Runoff Volume=0.109 af Runoff Depth>0.92" Flow Length=310' Tc=4.3 min UI Adjusted CN=75 1.65 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 9HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 2AS: Area 2A Runoff = 0.73 cfs @ 12.11 hrs, Volume= 0.054 af, Depth> 0.72" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.07" Area (sf) CN Description 4,356 98 Unconnected pavement, HSG B 25,645 69 50-75% Grass cover, Fair, HSG B 6,890 60 Woods, Fair, HSG B 2,357 98 Water Surface, HSG B 39,248 72 Weighted Average, UI Adjusted CN = 71 32,535 82.90% Pervious Area 6,713 17.10% Impervious Area 4,356 64.89% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 21 0.0420 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.4 15 0.0670 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.8 43 0.0930 0.26 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.1 18 0.0550 3.78 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2 32 0.0310 2.83 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 6.6 129 Total Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 10HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 2AS: Area 2A Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 2-YR Rainfall=3.07" Runoff Area=39,248 sf Runoff Volume=0.054 af Runoff Depth>0.72" Flow Length=129' Tc=6.6 min UI Adjusted CN=71 0.73 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 11HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 2BS: Area 2B Runoff = 0.58 cfs @ 12.10 hrs, Volume= 0.045 af, Depth> 2.59" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.07" Area (sf) CN Description 8,712 98 Unconnected pavement, HSG B 436 69 50-75% Grass cover, Fair, HSG B 9,148 97 Weighted Average 436 4.77% Pervious Area 8,712 95.23% Impervious Area 8,712 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 55 0.0150 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.5 63 0.0160 2.04 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 7.5 118 Total Subcatchment 2BS: Area 2B Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-YR Rainfall=3.07" Runoff Area=9,148 sf Runoff Volume=0.045 af Runoff Depth>2.59" Flow Length=118' Tc=7.5 min CN=97 0.58 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 12HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Area 3 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.71 cfs @ 12.04 hrs, Volume= 0.170 af, Depth> 2.10" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.07" Area (sf) CN Description 23,087 98 Paved parking, HSG B 8,843 69 50-75% Grass cover, Fair, HSG B 10,454 98 Roofs, HSG B 42,384 92 Weighted Average 8,843 20.86% Pervious Area 33,541 79.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 82 0.0110 1.02 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4 29 0.0040 1.28 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.3 56 0.0210 2.94 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.0 167 Total Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 13HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 3S: Area 3 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)3 2 1 0 Type III 24-hr 2-YR Rainfall=3.07" Runoff Area=42,384 sf Runoff Volume=0.170 af Runoff Depth>2.10" Flow Length=167' Tc=2.0 min CN=92 2.71 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 14HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Area 4 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.55 cfs @ 12.01 hrs, Volume= 0.035 af, Depth> 2.49" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.07" Area (sf) CN Description 6,316 98 Paved parking, HSG B 436 69 50-75% Grass cover, Fair, HSG B 610 98 Roofs, HSG B 7,362 96 Weighted Average 436 5.92% Pervious Area 6,926 94.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 17 0.0320 1.14 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 9 0.0160 0.76 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4 22 0.0130 0.84 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.8 48 Total Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 15HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 4S: Area 4 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-YR Rainfall=3.07" Runoff Area=7,362 sf Runoff Volume=0.035 af Runoff Depth>2.49" Flow Length=48' Tc=0.8 min CN=96 0.55 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 16HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Area 5 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.32 cfs @ 12.03 hrs, Volume= 0.083 af, Depth> 2.10" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.07" Area (sf) CN Description 14,505 98 Paved parking, HSG B 4,095 69 50-75% Grass cover, Fair, HSG B 2,047 98 Roofs, HSG B 20,647 92 Weighted Average 4,095 19.83% Pervious Area 16,552 80.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 78 0.0120 1.04 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.7 80 0.0090 1.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 158 Total Subcatchment 5S: Area 5 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2-YR Rainfall=3.07" Runoff Area=20,647 sf Runoff Volume=0.083 af Runoff Depth>2.10" Flow Length=158' Tc=1.9 min CN=92 1.32 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 17HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Area 6 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.48 cfs @ 12.03 hrs, Volume= 0.029 af, Depth> 1.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.07" Area (sf) CN Description 5,663 98 Paved parking, HSG B 3,049 69 50-75% Grass cover, Fair, HSG B 8,712 88 Weighted Average 3,049 35.00% Pervious Area 5,663 65.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 81 0.0080 0.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1 17 0.0180 2.72 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.6 98 Total Subcatchment 6S: Area 6 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-YR Rainfall=3.07" Runoff Area=8,712 sf Runoff Volume=0.029 af Runoff Depth>1.76" Flow Length=98' Tc=1.6 min CN=88 0.48 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 18HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Area 7 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.69 cfs @ 12.03 hrs, Volume= 0.109 af, Depth> 2.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.07" Area (sf) CN Description 10,629 98 Paved parking, HSG B 3,485 69 50-75% Grass cover, Fair, HSG B 10,716 98 Roofs, HSG B 24,830 94 Weighted Average 3,485 14.04% Pervious Area 21,345 85.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 50 0.0050 0.67 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6 82 0.0130 2.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.8 132 Total Subcatchment 7S: Area 7 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2-YR Rainfall=3.07" Runoff Area=24,830 sf Runoff Volume=0.109 af Runoff Depth>2.29" Flow Length=132' Tc=1.8 min CN=94 1.69 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 19HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Area 8 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.58 cfs @ 12.01 hrs, Volume= 0.036 af, Depth> 2.10" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.07" Area (sf) CN Description 5,140 98 Unconnected pavement, HSG B 1,873 69 50-75% Grass cover, Fair, HSG B 1,830 98 Roofs, HSG B 8,843 92 Weighted Average 1,873 21.18% Pervious Area 6,970 78.82% Impervious Area 5,140 73.74% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 63 0.0190 1.20 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1 12 0.0330 3.69 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.0 75 Total Subcatchment 8S: Area 8 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-YR Rainfall=3.07" Runoff Area=8,843 sf Runoff Volume=0.036 af Runoff Depth>2.10" Flow Length=75' Tc=1.0 min CN=92 0.58 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 20HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 9AS: Area 9A [49] Hint: Tc<2dt may require smaller dt Runoff = 0.31 cfs @ 12.01 hrs, Volume= 0.020 af, Depth> 2.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.07" Area (sf) CN Description 2,178 98 Unconnected pavement, HSG B 436 69 50-75% Grass cover, Fair, HSG B 1,742 98 Roofs, HSG B 4,356 95 Weighted Average 436 10.01% Pervious Area 3,920 89.99% Impervious Area 2,178 55.56% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 50 0.0200 1.17 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1 23 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.8 73 Total Subcatchment 9AS: Area 9A Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-YR Rainfall=3.07" Runoff Area=4,356 sf Runoff Volume=0.020 af Runoff Depth>2.39" Flow Length=73' Slope=0.0200 '/' Tc=0.8 min CN=95 0.31 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 21HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 9BS: Area 9B [49] Hint: Tc<2dt may require smaller dt Runoff = 1.57 cfs @ 12.03 hrs, Volume= 0.101 af, Depth> 2.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.07" Area (sf) CN Description 9,322 98 Unconnected pavement, HSG B 3,049 69 50-75% Grass cover, Fair, HSG B 10,716 98 Roofs, HSG B 23,087 94 Weighted Average 3,049 13.21% Pervious Area 20,038 86.79% Impervious Area 9,322 46.52% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 35 0.0290 1.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4 49 0.0610 1.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3 26 0.0380 1.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.7 115 0.0170 2.65 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1 25 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.0 250 Total Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 22HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 9BS: Area 9B Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2-YR Rainfall=3.07" Runoff Area=23,087 sf Runoff Volume=0.101 af Runoff Depth>2.29" Flow Length=250' Tc=2.0 min CN=94 1.57 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 23HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: Area 10 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.37 cfs @ 12.07 hrs, Volume= 0.028 af, Depth> 2.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.07" Area (sf) CN Description 5,445 98 Roofs, HSG B 5,445 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Roof area Subcatchment 10S: Area 10 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-YR Rainfall=3.07" Runoff Area=5,445 sf Runoff Volume=0.028 af Runoff Depth>2.70" Tc=5.0 min CN=98 0.37 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 24HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: Area 11 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.86 cfs @ 12.07 hrs, Volume= 0.063 af, Depth> 2.59" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.07" Area (sf) CN Description 12,197 98 Roofs, HSG B 479 69 50-75% Grass cover, Fair, HSG B 12,676 97 Weighted Average 479 3.78% Pervious Area 12,197 96.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Roof/Gravel Courtyard Subcatchment 11S: Area 11 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 2-YR Rainfall=3.07" Runoff Area=12,676 sf Runoff Volume=0.063 af Runoff Depth>2.59" Tc=5.0 min CN=97 0.86 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 25HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: Area 12 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.23 cfs @ 12.03 hrs, Volume= 0.078 af, Depth> 2.19" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.07" Area (sf) CN Description 12,066 98 Paved parking, HSG B 3,049 69 50-75% Grass cover, Fair, HSG B 3,572 98 Roofs, HSG B 18,687 93 Weighted Average 3,049 16.32% Pervious Area 15,638 83.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 64 0.0160 1.12 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 14 0.0770 1.55 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1 21 0.0480 4.45 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 49 0.0610 5.01 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1 27 0.0370 3.90 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 41 0.0210 2.94 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.7 216 Total Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 26HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 12S: Area 12 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2-YR Rainfall=3.07" Runoff Area=18,687 sf Runoff Volume=0.078 af Runoff Depth>2.19" Flow Length=216' Tc=1.7 min CN=93 1.23 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 27HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: Area 13 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.85 cfs @ 12.02 hrs, Volume= 0.053 af, Depth> 2.10" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.07" Area (sf) CN Description 9,409 98 Paved parking, HSG B 2,788 69 50-75% Grass cover, Fair, HSG B 1,045 98 Roofs, HSG B 13,242 92 Weighted Average 2,788 21.05% Pervious Area 10,454 78.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 35 0.0290 1.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 20 0.0500 1.40 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 15 0.0380 1.19 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4 96 0.0360 3.85 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1 32 0.0310 3.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.4 198 Total Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 28HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 13S: Area 13 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 2-YR Rainfall=3.07" Runoff Area=13,242 sf Runoff Volume=0.053 af Runoff Depth>2.10" Flow Length=198' Tc=1.4 min CN=92 0.85 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 29HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 14AS: Area 14A [49] Hint: Tc<2dt may require smaller dt Runoff = 1.25 cfs @ 12.04 hrs, Volume= 0.082 af, Depth> 2.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.07" Area (sf) CN Description 12,850 98 Unconnected pavement, HSG B 1,742 69 50-75% Grass cover, Fair, HSG B 3,267 98 Roofs, HSG B 17,859 95 Weighted Average 1,742 9.75% Pervious Area 16,117 90.25% Impervious Area 12,850 79.73% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 31 0.0320 1.28 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3 24 0.0420 1.36 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6 45 0.0220 1.19 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 68 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4 66 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.0 10 0.0870 5.99 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.2 244 Total Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 30HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 14AS: Area 14A Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2-YR Rainfall=3.07" Runoff Area=17,859 sf Runoff Volume=0.082 af Runoff Depth>2.39" Flow Length=244' Tc=2.2 min CN=95 1.25 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 31HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 14BS: Area 14B [49] Hint: Tc<2dt may require smaller dt Runoff = 1.53 cfs @ 12.02 hrs, Volume= 0.104 af, Depth> 2.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.07" Area (sf) CN Description 20,473 98 Unconnected pavement, HSG B 436 69 50-75% Grass cover, Fair, HSG B 20,909 97 Weighted Average 436 2.09% Pervious Area 20,473 97.91% Impervious Area 20,473 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.1 73 0.0140 1.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4 66 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5 139 Total Subcatchment 14BS: Area 14B Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2-YR Rainfall=3.07" Runoff Area=20,909 sf Runoff Volume=0.104 af Runoff Depth>2.60" Flow Length=139' Tc=1.5 min CN=97 1.53 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 32HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: Area 15 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.46 cfs @ 12.04 hrs, Volume= 0.028 af, Depth> 1.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.07" Area (sf) CN Description 5,663 98 Paved parking, HSG B 2,396 69 50-75% Grass cover, Fair, HSG B 8,059 89 Weighted Average 2,396 29.73% Pervious Area 5,663 70.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 14 0.0440 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.6 27 0.0100 0.78 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 2.1 41 Total Subcatchment 15S: Area 15 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-YR Rainfall=3.07" Runoff Area=8,059 sf Runoff Volume=0.028 af Runoff Depth>1.84" Flow Length=41' Tc=2.1 min CN=89 0.46 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 33HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: Area 16 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.57 cfs @ 12.05 hrs, Volume= 0.036 af, Depth> 2.19" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.07" Area (sf) CN Description 7,100 98 Paved parking, HSG B 1,568 69 50-75% Grass cover, Fair, HSG B 8,668 93 Weighted Average 1,568 18.09% Pervious Area 7,100 81.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 10 0.0220 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.2 54 0.0060 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3 13 0.0160 0.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 3.0 77 Total Subcatchment 16S: Area 16 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-YR Rainfall=3.07" Runoff Area=8,668 sf Runoff Volume=0.036 af Runoff Depth>2.19" Flow Length=77' Tc=3.0 min CN=93 0.57 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 34HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: Area 17 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.56 cfs @ 12.08 hrs, Volume= 0.038 af, Depth> 1.93" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.07" Area (sf) CN Description 7,405 98 Paved parking, HSG B 2,919 69 50-75% Grass cover, Fair, HSG B 10,324 90 Weighted Average 2,919 28.27% Pervious Area 7,405 71.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 44 0.0230 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.3 14 0.0180 0.87 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 5.2 58 Total Subcatchment 17S: Area 17 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-YR Rainfall=3.07" Runoff Area=10,324 sf Runoff Volume=0.038 af Runoff Depth>1.93" Flow Length=58' Tc=5.2 min CN=90 0.56 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 35HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Area 18 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.87 cfs @ 12.07 hrs, Volume= 0.059 af, Depth> 2.19" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.07" Area (sf) CN Description 11,761 98 Paved parking, HSG B 2,352 69 50-75% Grass cover, Fair, HSG B 14,113 93 Weighted Average 2,352 16.67% Pervious Area 11,761 83.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 116 0.0070 0.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 16 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.5 197 0.0133 1.31 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.8 329 Total Subcatchment 18S: Area 18 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 2-YR Rainfall=3.07" Runoff Area=14,113 sf Runoff Volume=0.059 af Runoff Depth>2.19" Flow Length=329' Tc=4.8 min CN=93 0.87 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 36HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: Area 19 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.59 cfs @ 12.07 hrs, Volume= 0.038 af, Depth> 1.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.07" Area (sf) CN Description 7,318 98 Paved parking, HSG B 4,922 69 50-75% Grass cover, Fair, HSG B 12,240 86 Weighted Average 4,922 40.21% Pervious Area 7,318 59.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 119 0.0070 0.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 19 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 153 0.0170 1.37 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.3 291 Total Subcatchment 19S: Area 19 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-YR Rainfall=3.07" Runoff Area=12,240 sf Runoff Volume=0.038 af Runoff Depth>1.61" Flow Length=291' Tc=4.3 min CN=86 0.59 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 37HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Area 20 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.60 cfs @ 12.06 hrs, Volume= 0.037 af, Depth> 1.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.07" Area (sf) CN Description 7,100 98 Paved parking, HSG B 4,400 69 50-75% Grass cover, Fair, HSG B 11,500 87 Weighted Average 4,400 38.26% Pervious Area 7,100 61.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 100 0.0120 1.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 63 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5 132 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.5 295 Total Subcatchment 20S: Area 20 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-YR Rainfall=3.07" Runoff Area=11,500 sf Runoff Volume=0.037 af Runoff Depth>1.68" Flow Length=295' Tc=3.5 min CN=87 0.60 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 38HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: Area 21 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.50 cfs @ 12.06 hrs, Volume= 0.031 af, Depth> 1.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.07" Area (sf) CN Description 6,011 98 Paved parking, HSG B 4,051 69 50-75% Grass cover, Fair, HSG B 10,062 86 Weighted Average 4,051 40.26% Pervious Area 6,011 59.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 107 0.0090 0.99 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.4 147 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4 50 0.0130 2.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6 304 Total Subcatchment 21S: Area 21 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-YR Rainfall=3.07" Runoff Area=10,062 sf Runoff Volume=0.031 af Runoff Depth>1.61" Flow Length=304' Tc=3.6 min CN=86 0.50 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 39HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 22S: Area 22 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.51 cfs @ 12.06 hrs, Volume= 0.032 af, Depth> 1.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.07" Area (sf) CN Description 6,055 98 Paved parking, HSG B 4,312 69 50-75% Grass cover, Fair, HSG B 10,367 86 Weighted Average 4,312 41.59% Pervious Area 6,055 58.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 100 0.0050 0.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 47 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 106 0.0090 1.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6 253 Total Subcatchment 22S: Area 22 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-YR Rainfall=3.07" Runoff Area=10,367 sf Runoff Volume=0.032 af Runoff Depth>1.61" Flow Length=253' Tc=3.6 min CN=86 0.51 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 40HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: Area 23 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.62 cfs @ 12.06 hrs, Volume= 0.039 af, Depth> 1.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.07" Area (sf) CN Description 6,970 98 Paved parking, HSG B 6,882 69 50-75% Grass cover, Fair, HSG B 13,852 84 Weighted Average 6,882 49.68% Pervious Area 6,970 50.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 100 0.0050 0.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6 53 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 105 0.0090 1.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.7 258 Total Subcatchment 23S: Area 23 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 2-YR Rainfall=3.07" Runoff Area=13,852 sf Runoff Volume=0.039 af Runoff Depth>1.46" Flow Length=258' Tc=3.7 min CN=84 0.62 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 41HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 1R: Design Point 2 - Northern Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.058 ac, 91.11% Impervious, Inflow Depth > 2.42" for 2-YR event Inflow = 5.96 cfs @ 12.03 hrs, Volume= 0.416 af Outflow = 5.96 cfs @ 12.03 hrs, Volume= 0.416 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Reach 1R: Design Point 2 - Northern Wetland Area Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=2.058 ac 5.96 cfs5.96 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 42HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 2R: Design Point 1 - Western Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 8.014 ac, 60.36% Impervious, Inflow Depth > 1.68" for 2-YR event Inflow = 16.74 cfs @ 12.05 hrs, Volume= 1.123 af Outflow = 16.74 cfs @ 12.05 hrs, Volume= 1.123 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Reach 2R: Design Point 1 - Western Wetland Area Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)18 16 14 12 10 8 6 4 2 0 Inflow Area=8.014 ac 16.74 cfs16.74 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 43HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 15R: Area 2B Swale Inflow Area = 0.210 ac, 95.23% Impervious, Inflow Depth > 2.59" for 2-YR event Inflow = 0.58 cfs @ 12.10 hrs, Volume= 0.045 af Outflow = 0.58 cfs @ 12.10 hrs, Volume= 0.045 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.27 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.42 fps, Avg. Travel Time= 0.1 min Peak Storage= 2 cf @ 12.10 hrs Average Depth at Peak Storage= 0.03' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 119.15', Outlet Invert= 118.07' ‡ Reach 15R: Area 2B Swale Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.210 ac Avg. Flow Depth=0.03' Max Vel=3.27 fps n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs 0.58 cfs0.58 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 44HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 16R: Area 8 Swale Inflow Area = 0.203 ac, 78.82% Impervious, Inflow Depth > 2.10" for 2-YR event Inflow = 0.58 cfs @ 12.01 hrs, Volume= 0.036 af Outflow = 0.58 cfs @ 12.02 hrs, Volume= 0.036 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.25 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.42 fps, Avg. Travel Time= 0.1 min Peak Storage= 2 cf @ 12.02 hrs Average Depth at Peak Storage= 0.03' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 119.64', Outlet Invert= 118.56' ‡ Reach 16R: Area 8 Swale Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.203 ac Avg. Flow Depth=0.03' Max Vel=3.25 fps n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs 0.58 cfs0.58 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 45HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 17R: Area 9A Swale Inflow Area = 0.100 ac, 89.99% Impervious, Inflow Depth > 2.39" for 2-YR event Inflow = 0.31 cfs @ 12.01 hrs, Volume= 0.020 af Outflow = 0.31 cfs @ 12.01 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 2.58 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.39 fps, Avg. Travel Time= 0.1 min Peak Storage= 1 cf @ 12.01 hrs Average Depth at Peak Storage= 0.02' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 120.56', Outlet Invert= 119.48' ‡ Reach 17R: Area 9A Swale Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.100 ac Avg. Flow Depth=0.02' Max Vel=2.58 fps n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs 0.31 cfs0.31 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 46HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 18R: Area 9B/10 Swale Inflow Area = 0.655 ac, 89.31% Impervious, Inflow Depth > 2.37" for 2-YR event Inflow = 1.92 cfs @ 12.04 hrs, Volume= 0.129 af Outflow = 1.92 cfs @ 12.04 hrs, Volume= 0.129 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 4.29 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.47 fps, Avg. Travel Time= 0.1 min Peak Storage= 5 cf @ 12.04 hrs Average Depth at Peak Storage= 0.04' Bank-Full Depth= 0.80', Capacity at Bank-Full= 234.60 cfs 10.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 11.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 120.62', Outlet Invert= 119.54' ‡ Reach 18R: Area 9B/10 Swale Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.655 ac Avg. Flow Depth=0.04' Max Vel=4.29 fps n=0.013 L=12.0' S=0.0900 '/' Capacity=234.60 cfs 1.92 cfs1.92 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 47HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 19R: Area 14A Swale [90] Warning: Qout>Qin may require Finer Routing or smaller dt Inflow Area = 0.410 ac, 90.25% Impervious, Inflow Depth > 2.39" for 2-YR event Inflow = 1.25 cfs @ 12.04 hrs, Volume= 0.082 af Outflow = 1.25 cfs @ 12.04 hrs, Volume= 0.082 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.15 fps, Min. Travel Time= 0.1 min Avg. Velocity = 0.93 fps, Avg. Travel Time= 0.2 min Peak Storage= 5 cf @ 12.04 hrs Average Depth at Peak Storage= 0.07' Bank-Full Depth= 0.80', Capacity at Bank-Full= 81.51 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0300 '/' Inlet Invert= 116.12', Outlet Invert= 115.76' ‡ Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 48HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Reach 19R: Area 14A Swale Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.410 ac Avg. Flow Depth=0.07' Max Vel=3.15 fps n=0.013 L=12.0' S=0.0300 '/' Capacity=81.51 cfs 1.25 cfs1.25 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 49HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 20R: Area 14B Swale Inflow Area = 0.480 ac, 97.91% Impervious, Inflow Depth > 2.60" for 2-YR event Inflow = 1.53 cfs @ 12.02 hrs, Volume= 0.104 af Outflow = 1.53 cfs @ 12.02 hrs, Volume= 0.104 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 4.72 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.52 fps, Avg. Travel Time= 0.1 min Peak Storage= 4 cf @ 12.02 hrs Average Depth at Peak Storage= 0.05' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 122.79', Outlet Invert= 121.71' ‡ Reach 20R: Area 14B Swale Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.480 ac Avg. Flow Depth=0.05' Max Vel=4.72 fps n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs 1.53 cfs1.53 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 50HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-A: CBA [58] Hint: Peaked 5.77' above defined flood level Inflow Area = 0.185 ac, 70.27% Impervious, Inflow Depth > 1.84" for 2-YR event Inflow = 0.46 cfs @ 12.04 hrs, Volume= 0.028 af Outflow = 0.46 cfs @ 12.04 hrs, Volume= 0.028 af, Atten= 0%, Lag= 0.0 min Primary = 0.46 cfs @ 12.04 hrs, Volume= 0.028 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 130.51' @ 12.33 hrs Flood Elev= 124.74' Device Routing Invert Outlet Devices #1 Primary 121.04'8.0" Round Culvert L= 86.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 121.04' / 120.94' S= 0.0012 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.29 cfs @ 12.04 hrs HW=121.70' TW=121.62' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.29 cfs @ 1.04 fps) Pond CB-A: CBA Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.185 ac Peak Elev=130.51' 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' 0.46 cfs0.46 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 51HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-B: CBB [58] Hint: Peaked 5.71' above defined flood level [80] Warning: Exceeded Pond CB-A by 5.37' @ 12.25 hrs (2.86 cfs 0.024 af) Inflow Area = 0.384 ac, 76.30% Impervious, Inflow Depth > 2.03" for 2-YR event Inflow = 1.03 cfs @ 12.04 hrs, Volume= 0.065 af Outflow = 1.03 cfs @ 12.04 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.0 min Primary = 1.03 cfs @ 12.04 hrs, Volume= 0.065 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 130.50' @ 12.28 hrs Flood Elev= 124.79' Device Routing Invert Outlet Devices #1 Primary 120.94'8.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.94' / 120.40' S= 0.0072 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.01 cfs @ 12.04 hrs HW=121.63' TW=120.75' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.01 cfs @ 3.45 fps) Pond CB-B: CBB Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.384 ac Peak Elev=130.50' 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' 1.03 cfs1.03 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 52HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB1: CB1 Inflow Area = 0.438 ac, 61.42% Impervious, Inflow Depth > 1.68" for 2-YR event Inflow = 0.98 cfs @ 12.04 hrs, Volume= 0.061 af Outflow = 0.98 cfs @ 12.04 hrs, Volume= 0.061 af, Atten= 0%, Lag= 0.0 min Primary = 0.98 cfs @ 12.04 hrs, Volume= 0.061 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 116.50' @ 12.10 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 113.94'10.0" Round Culvert L= 25.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.94' / 113.41' S= 0.0212 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=115.38' TW=116.32' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB1: CB1 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.438 ac Peak Elev=116.50' 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' 0.98 cfs0.98 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 53HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB10: CB10 [58] Hint: Peaked 7.31' above defined flood level Inflow Area = 0.973 ac, 79.14% Impervious, Inflow Depth > 2.10" for 2-YR event Inflow = 2.71 cfs @ 12.04 hrs, Volume= 0.170 af Outflow = 2.71 cfs @ 12.04 hrs, Volume= 0.170 af, Atten= 0%, Lag= 0.0 min Primary = 2.71 cfs @ 12.04 hrs, Volume= 0.170 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 127.12' @ 12.19 hrs Flood Elev= 119.81' Device Routing Invert Outlet Devices #1 Primary 117.34'12.0" Round Culvert L= 141.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 117.34' / 116.56' S= 0.0055 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=119.28' TW=120.34' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB10: CB10 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=0.973 ac Peak Elev=127.12' 12.0" Round Culvert n=0.012 L=141.0' S=0.0055 '/' 2.71 cfs2.71 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 54HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB2: CB2 Inflow Area = 0.318 ac, 50.32% Impervious, Inflow Depth > 1.46" for 2-YR event Inflow = 0.62 cfs @ 12.06 hrs, Volume= 0.039 af Outflow = 0.62 cfs @ 12.06 hrs, Volume= 0.039 af, Atten= 0%, Lag= 0.0 min Primary = 0.62 cfs @ 12.06 hrs, Volume= 0.039 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 116.50' @ 12.10 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 114.29'10.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 114.29' / 113.34' S= 0.0127 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.06 hrs HW=115.64' TW=116.17' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB2: CB2 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.6 0.5 0.4 0.3 0.2 0.1 0 Inflow Area=0.318 ac Peak Elev=116.50' 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' 0.62 cfs0.62 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 55HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB3: CB3 [58] Hint: Peaked 6.29' above defined flood level Inflow Area = 0.231 ac, 59.74% Impervious, Inflow Depth > 1.61" for 2-YR event Inflow = 0.50 cfs @ 12.06 hrs, Volume= 0.031 af Outflow = 0.50 cfs @ 12.06 hrs, Volume= 0.031 af, Atten= 0%, Lag= 0.0 min Primary = 0.50 cfs @ 12.06 hrs, Volume= 0.031 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 125.62' @ 12.10 hrs Flood Elev= 119.33' Device Routing Invert Outlet Devices #1 Primary 115.74'10.0" Round Culvert L= 13.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.74' / 115.35' S= 0.0300 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.06 hrs HW=122.85' TW=125.13' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB3: CB3 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.231 ac Peak Elev=125.62' 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' 0.50 cfs0.50 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 56HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB4: CB4 [58] Hint: Peaked 6.28' above defined flood level Inflow Area = 0.264 ac, 61.74% Impervious, Inflow Depth > 1.68" for 2-YR event Inflow = 0.60 cfs @ 12.06 hrs, Volume= 0.037 af Outflow = 0.60 cfs @ 12.06 hrs, Volume= 0.037 af, Atten= 0%, Lag= 0.0 min Primary = 0.60 cfs @ 12.06 hrs, Volume= 0.037 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 125.63' @ 12.10 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 116.90'10.0" Round Culvert L= 22.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.90' / 115.18' S= 0.0782 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.06 hrs HW=122.76' TW=125.23' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB4: CB4 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.264 ac Peak Elev=125.63' 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' 0.60 cfs0.60 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 57HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB5: CB5 [58] Hint: Peaked 9.39' above defined flood level Inflow Area = 0.720 ac, 88.75% Impervious, Inflow Depth > 2.36" for 2-YR event Inflow = 2.03 cfs @ 12.04 hrs, Volume= 0.141 af Outflow = 2.03 cfs @ 12.04 hrs, Volume= 0.141 af, Atten= 0%, Lag= 0.0 min Primary = 2.03 cfs @ 12.04 hrs, Volume= 0.141 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 129.52' @ 12.14 hrs Flood Elev= 120.13' Device Routing Invert Outlet Devices #1 Primary 117.13'12.0" Round Culvert L= 42.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 117.13' / 116.56' S= 0.0136 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=121.23' TW=126.96' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB5: CB5 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.720 ac Peak Elev=129.52' 12.0" Round Culvert n=0.012 L=42.0' S=0.0136 '/' 2.03 cfs2.03 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 58HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB6: CB6 [58] Hint: Peaked 8.20' above defined flood level Inflow Area = 0.628 ac, 81.21% Impervious, Inflow Depth > 2.15" for 2-YR event Inflow = 1.65 cfs @ 12.05 hrs, Volume= 0.112 af Outflow = 1.65 cfs @ 12.05 hrs, Volume= 0.112 af, Atten= 0%, Lag= 0.0 min Primary = 1.65 cfs @ 12.05 hrs, Volume= 0.112 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 130.15' @ 12.18 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 32.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.75' S= 0.0759 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=119.85' TW=122.52' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB6: CB6 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.628 ac Peak Elev=130.15' 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' 1.65 cfs1.65 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 59HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB7: CB-7 [58] Hint: Peaked 8.13' above defined flood level Inflow Area = 0.281 ac, 59.79% Impervious, Inflow Depth > 1.61" for 2-YR event Inflow = 0.59 cfs @ 12.07 hrs, Volume= 0.038 af Outflow = 0.59 cfs @ 12.07 hrs, Volume= 0.038 af, Atten= 0%, Lag= 0.0 min Primary = 0.59 cfs @ 12.07 hrs, Volume= 0.038 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 130.08' @ 12.18 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 40.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.77' S= 0.0603 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.07 hrs HW=120.61' TW=124.70' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB7: CB-7 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.281 ac Peak Elev=130.08' 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' 0.59 cfs0.59 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 60HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB8: CB8 [58] Hint: Peaked 6.68' above defined flood level [80] Warning: Exceeded Pond CB9 by 3.34' @ 12.05 hrs (5.85 cfs 0.051 af) Inflow Area = 2.017 ac, 81.31% Impervious, Inflow Depth > 2.16" for 2-YR event Inflow = 5.72 cfs @ 12.03 hrs, Volume= 0.362 af Outflow = 5.72 cfs @ 12.03 hrs, Volume= 0.362 af, Atten= 0%, Lag= 0.0 min Primary = 5.72 cfs @ 12.03 hrs, Volume= 0.362 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 126.59' @ 12.09 hrs Flood Elev= 119.91' Device Routing Invert Outlet Devices #1 Primary 115.81'12.0" Round Culvert L= 50.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.76' / 115.81' S= -0.0010 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.03 hrs HW=122.73' TW=124.52' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB8: CB8 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=2.017 ac Peak Elev=126.59' 12.0" Round Culvert n=0.012 L=50.0' S=-0.0010 '/' 5.72 cfs5.72 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 61HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB9: CB9 [58] Hint: Peaked 6.97' above defined flood level [80] Warning: Exceeded Pond CB10 by 3.64' @ 12.10 hrs (5.39 cfs 0.058 af) Inflow Area = 1.447 ac, 79.47% Impervious, Inflow Depth > 2.10" for 2-YR event Inflow = 4.03 cfs @ 12.03 hrs, Volume= 0.254 af Outflow = 4.03 cfs @ 12.03 hrs, Volume= 0.254 af, Atten= 0%, Lag= 0.0 min Primary = 4.03 cfs @ 12.03 hrs, Volume= 0.254 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 126.96' @ 12.14 hrs Flood Elev= 119.99' Device Routing Invert Outlet Devices #1 Primary 116.44'12.0" Round Culvert L= 100.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.44' / 115.96' S= 0.0048 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.03 hrs HW=120.32' TW=122.85' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB9: CB9 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=1.447 ac Peak Elev=126.96' 12.0" Round Culvert n=0.012 L=100.0' S=0.0048 '/' 4.03 cfs4.03 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 62HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH1: DMH1 [80] Warning: Exceeded Pond CB1 by 0.96' @ 12.05 hrs (3.00 cfs 0.025 af) [80] Warning: Exceeded Pond CB2 by 0.99' @ 12.05 hrs (2.25 cfs 0.017 af) Inflow Area = 5.687 ac, 75.77% Impervious, Inflow Depth > 2.03" for 2-YR event Inflow = 14.63 cfs @ 12.04 hrs, Volume= 0.960 af Outflow = 14.63 cfs @ 12.04 hrs, Volume= 0.960 af, Atten= 0%, Lag= 0.0 min Primary = 14.63 cfs @ 12.04 hrs, Volume= 0.960 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 116.44' @ 12.05 hrs Flood Elev= 118.44' Device Routing Invert Outlet Devices #1 Primary 113.19'18.0" Round Culvert L= 309.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.19' / 108.58' S= 0.0149 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=14.39 cfs @ 12.04 hrs HW=116.27' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 14.39 cfs @ 8.14 fps) Pond DMH1: DMH1 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)16 14 12 10 8 6 4 2 0 Inflow Area=5.687 ac Peak Elev=116.44' 18.0" Round Culvert n=0.012 L=309.0' S=0.0149 '/' 14.63 cfs14.63 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 63HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH2: DMH2 [58] Hint: Peaked 6.26' above defined flood level [80] Warning: Exceeded Pond CB3 by 4.61' @ 12.00 hrs (7.05 cfs 0.075 af) [80] Warning: Exceeded Pond CB4 by 4.59' @ 12.00 hrs (6.72 cfs 0.059 af) [80] Warning: Exceeded Pond CB8 by 2.87' @ 12.00 hrs (6.70 cfs 0.055 af) [80] Warning: Exceeded Pond DMH3 by 0.98' @ 12.00 hrs (2.51 cfs 0.010 af) Inflow Area = 4.762 ac, 78.14% Impervious, Inflow Depth > 2.08" for 2-YR event Inflow = 12.56 cfs @ 12.04 hrs, Volume= 0.825 af Outflow = 12.56 cfs @ 12.04 hrs, Volume= 0.825 af, Atten= 0%, Lag= 0.0 min Primary = 12.56 cfs @ 12.04 hrs, Volume= 0.825 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 125.61' @ 12.05 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 115.10'15.0" Round Culvert L= 259.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.10' / 113.35' S= 0.0068 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=11.63 cfs @ 12.04 hrs HW=125.13' TW=116.28' (Dynamic Tailwater) 1=Culvert (Outlet Controls 11.63 cfs @ 9.48 fps) Pond DMH2: DMH2 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)14 12 10 8 6 4 2 0 Inflow Area=4.762 ac Peak Elev=125.61' 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' 12.56 cfs12.56 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 64HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH3: DMH3 [58] Hint: Peaked 8.77' above defined flood level [80] Warning: Exceeded Pond CB5 by 6.03' @ 12.05 hrs (10.15 cfs 0.097 af) [80] Warning: Exceeded Pond DMH4 by 4.81' @ 12.05 hrs (6.88 cfs 0.063 af) Inflow Area = 2.250 ac, 79.11% Impervious, Inflow Depth > 2.10" for 2-YR event Inflow = 5.82 cfs @ 12.05 hrs, Volume= 0.394 af Outflow = 5.82 cfs @ 12.05 hrs, Volume= 0.394 af, Atten= 0%, Lag= 0.0 min Primary = 5.82 cfs @ 12.05 hrs, Volume= 0.394 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 129.43' @ 12.09 hrs Flood Elev= 120.66' Device Routing Invert Outlet Devices #1 Primary 116.28'12.0" Round Culvert L= 187.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.28' / 115.20' S= 0.0058 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=3.59 cfs @ 12.05 hrs HW=127.59' TW=125.58' (Dynamic Tailwater) 1=Culvert (Outlet Controls 3.59 cfs @ 4.57 fps) Pond DMH3: DMH3 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=2.250 ac Peak Elev=129.43' 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' 5.82 cfs5.82 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 65HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH4: DMH4 [58] Hint: Peaked 8.25' above defined flood level [80] Warning: Exceeded Pond CB6 by 5.63' @ 12.10 hrs (6.86 cfs 0.061 af) [80] Warning: Exceeded Pond CB7 by 5.81' @ 12.10 hrs (6.59 cfs 0.059 af) [80] Warning: Exceeded Pond DMH5 by 5.09' @ 12.10 hrs (3.40 cfs 0.029 af) Inflow Area = 1.530 ac, 74.57% Impervious, Inflow Depth > 1.98" for 2-YR event Inflow = 3.79 cfs @ 12.05 hrs, Volume= 0.253 af Outflow = 3.79 cfs @ 12.05 hrs, Volume= 0.253 af, Atten= 0%, Lag= 0.0 min Primary = 3.79 cfs @ 12.05 hrs, Volume= 0.253 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 130.07' @ 12.13 hrs Flood Elev= 121.82' Device Routing Invert Outlet Devices #1 Primary 116.70'12.0" Round Culvert L= 106.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.70' / 116.38' S= 0.0030 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=123.09' TW=127.71' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond DMH4: DMH4 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=1.530 ac Peak Elev=130.07' 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' 3.79 cfs3.79 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 66HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH5: DMH5 [58] Hint: Peaked 5.82' above defined flood level [80] Warning: Exceeded Pond STC-450i by 5.32' @ 12.15 hrs (5.73 cfs 0.050 af) Inflow Area = 0.621 ac, 74.56% Impervious, Inflow Depth > 1.99" for 2-YR event Inflow = 1.57 cfs @ 12.05 hrs, Volume= 0.103 af Outflow = 1.57 cfs @ 12.05 hrs, Volume= 0.103 af, Atten= 0%, Lag= 0.0 min Primary = 1.57 cfs @ 12.05 hrs, Volume= 0.103 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 130.34' @ 12.18 hrs Flood Elev= 124.52' Device Routing Invert Outlet Devices #1 Primary 119.37'10.0" Round Culvert L= 212.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.37' / 116.78' S= 0.0122 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=120.40' TW=123.17' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond DMH5: DMH5 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.621 ac Peak Elev=130.34' 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' 1.57 cfs1.57 cfs Pre-Development Conditions Type III 24-hr 2-YR Rainfall=3.07"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 67HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond STC-450i: STC 450i [58] Hint: Peaked 5.67' above defined flood level [80] Warning: Exceeded Pond CB-B by 5.30' @ 12.20 hrs (2.99 cfs 0.025 af) Inflow Area = 0.621 ac, 74.56% Impervious, Inflow Depth > 1.99" for 2-YR event Inflow = 1.57 cfs @ 12.05 hrs, Volume= 0.103 af Outflow = 1.57 cfs @ 12.05 hrs, Volume= 0.103 af, Atten= 0%, Lag= 0.0 min Primary = 1.57 cfs @ 12.05 hrs, Volume= 0.103 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 130.42' @ 12.23 hrs Flood Elev= 124.75' Device Routing Invert Outlet Devices #1 Primary 120.05'10.0" Round Culvert L= 56.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.05' / 119.44' S= 0.0109 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.06 cfs @ 12.05 hrs HW=120.76' TW=120.40' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.06 cfs @ 2.88 fps) Pond STC-450i: STC 450i Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.621 ac Peak Elev=130.42' 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' 1.57 cfs1.57 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 68HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=62,117 sf 26.23% Impervious Runoff Depth>1.88"Subcatchment 1S: Area 1 Flow Length=310' Tc=4.3 min UI Adjusted CN=75 Runoff=3.48 cfs 0.223 af Runoff Area=39,248 sf 17.10% Impervious Runoff Depth>1.58"Subcatchment 2AS: Area 2A Flow Length=129' Tc=6.6 min UI Adjusted CN=71 Runoff=1.72 cfs 0.119 af Runoff Area=9,148 sf 95.23% Impervious Runoff Depth>3.92"Subcatchment 2BS: Area 2B Flow Length=118' Tc=7.5 min CN=97 Runoff=0.85 cfs 0.069 af Runoff Area=42,384 sf 79.14% Impervious Runoff Depth>3.39"Subcatchment 3S: Area 3 Flow Length=167' Tc=2.0 min CN=92 Runoff=4.24 cfs 0.275 af Runoff Area=7,362 sf 94.08% Impervious Runoff Depth>3.82"Subcatchment 4S: Area 4 Flow Length=48' Tc=0.8 min CN=96 Runoff=0.81 cfs 0.054 af Runoff Area=20,647 sf 80.17% Impervious Runoff Depth>3.39"Subcatchment 5S: Area 5 Flow Length=158' Tc=1.9 min CN=92 Runoff=2.07 cfs 0.134 af Runoff Area=8,712 sf 65.00% Impervious Runoff Depth>2.99"Subcatchment 6S: Area 6 Flow Length=98' Tc=1.6 min CN=88 Runoff=0.79 cfs 0.050 af Runoff Area=24,830 sf 85.96% Impervious Runoff Depth>3.60"Subcatchment 7S: Area 7 Flow Length=132' Tc=1.8 min CN=94 Runoff=2.57 cfs 0.171 af Runoff Area=8,843 sf 78.82% Impervious Runoff Depth>3.39"Subcatchment 8S: Area 8 Flow Length=75' Tc=1.0 min CN=92 Runoff=0.91 cfs 0.057 af Runoff Area=4,356 sf 89.99% Impervious Runoff Depth>3.71"Subcatchment 9AS: Area 9A Flow Length=73' Slope=0.0200 '/' Tc=0.8 min CN=95 Runoff=0.47 cfs 0.031 af Runoff Area=23,087 sf 86.79% Impervious Runoff Depth>3.60"Subcatchment 9BS: Area 9B Flow Length=250' Tc=2.0 min CN=94 Runoff=2.40 cfs 0.159 af Runoff Area=5,445 sf 100.00% Impervious Runoff Depth>4.04"Subcatchment 10S: Area 10 Tc=5.0 min CN=98 Runoff=0.55 cfs 0.042 af Runoff Area=12,676 sf 96.22% Impervious Runoff Depth>3.92"Subcatchment 11S: Area 11 Tc=5.0 min CN=97 Runoff=1.27 cfs 0.095 af Runoff Area=18,687 sf 83.68% Impervious Runoff Depth>3.49"Subcatchment 12S: Area 12 Flow Length=216' Tc=1.7 min CN=93 Runoff=1.90 cfs 0.125 af Runoff Area=13,242 sf 78.95% Impervious Runoff Depth>3.39"Subcatchment 13S: Area 13 Flow Length=198' Tc=1.4 min CN=92 Runoff=1.33 cfs 0.086 af Runoff Area=17,859 sf 90.25% Impervious Runoff Depth>3.70"Subcatchment 14AS: Area 14A Flow Length=244' Tc=2.2 min CN=95 Runoff=1.88 cfs 0.127 af Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 69HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Runoff Area=20,909 sf 97.91% Impervious Runoff Depth>3.93"Subcatchment 14BS: Area 14B Flow Length=139' Tc=1.5 min CN=97 Runoff=2.27 cfs 0.157 af Runoff Area=8,059 sf 70.27% Impervious Runoff Depth>3.08"Subcatchment 15S: Area 15 Flow Length=41' Tc=2.1 min CN=89 Runoff=0.76 cfs 0.048 af Runoff Area=8,668 sf 81.91% Impervious Runoff Depth>3.49"Subcatchment 16S: Area 16 Flow Length=77' Tc=3.0 min CN=93 Runoff=0.88 cfs 0.058 af Runoff Area=10,324 sf 71.73% Impervious Runoff Depth>3.18"Subcatchment 17S: Area 17 Flow Length=58' Tc=5.2 min CN=90 Runoff=0.90 cfs 0.063 af Runoff Area=14,113 sf 83.33% Impervious Runoff Depth>3.49"Subcatchment 18S: Area 18 Flow Length=329' Tc=4.8 min CN=93 Runoff=1.34 cfs 0.094 af Runoff Area=12,240 sf 59.79% Impervious Runoff Depth>2.80"Subcatchment 19S: Area 19 Flow Length=291' Tc=4.3 min CN=86 Runoff=1.01 cfs 0.065 af Runoff Area=11,500 sf 61.74% Impervious Runoff Depth>2.89"Subcatchment 20S: Area 20 Flow Length=295' Tc=3.5 min CN=87 Runoff=1.00 cfs 0.064 af Runoff Area=10,062 sf 59.74% Impervious Runoff Depth>2.80"Subcatchment 21S: Area 21 Flow Length=304' Tc=3.6 min CN=86 Runoff=0.85 cfs 0.054 af Runoff Area=10,367 sf 58.41% Impervious Runoff Depth>2.80"Subcatchment 22S: Area 22 Flow Length=253' Tc=3.6 min CN=86 Runoff=0.88 cfs 0.055 af Runoff Area=13,852 sf 50.32% Impervious Runoff Depth>2.62"Subcatchment 23S: Area 23 Flow Length=258' Tc=3.7 min CN=84 Runoff=1.10 cfs 0.069 af Inflow=8.97 cfs 0.641 afReach 1R: Design Point 2 - Northern Wetland Area Outflow=8.97 cfs 0.641 af Inflow=27.91 cfs 1.900 afReach 2R: Design Point 1 - Western Wetland Area Outflow=27.91 cfs 1.900 af Avg. Flow Depth=0.04' Max Vel=3.81 fps Inflow=0.85 cfs 0.069 afReach 15R: Area 2B Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=0.85 cfs 0.069 af Avg. Flow Depth=0.04' Max Vel=3.87 fps Inflow=0.91 cfs 0.057 afReach 16R: Area 8 Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=0.91 cfs 0.057 af Avg. Flow Depth=0.03' Max Vel=3.01 fps Inflow=0.47 cfs 0.031 afReach 17R: Area 9A Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=0.47 cfs 0.031 af Avg. Flow Depth=0.06' Max Vel=5.04 fps Inflow=2.91 cfs 0.201 afReach 18R: Area 9B/10 Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=234.60 cfs Outflow=2.91 cfs 0.201 af Avg. Flow Depth=0.08' Max Vel=3.70 fps Inflow=1.88 cfs 0.127 afReach 19R: Area 14A Swale n=0.013 L=12.0' S=0.0300 '/' Capacity=81.51 cfs Outflow=1.89 cfs 0.127 af Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 70HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Avg. Flow Depth=0.07' Max Vel=5.50 fps Inflow=2.27 cfs 0.157 afReach 20R: Area 14B Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=2.26 cfs 0.157 af Peak Elev=158.78' Inflow=0.76 cfs 0.048 afPond CB-A: CBA 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' Outflow=0.76 cfs 0.048 af Peak Elev=158.75' Inflow=1.63 cfs 0.105 afPond CB-B: CBB 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' Outflow=1.63 cfs 0.105 af Peak Elev=126.31' Inflow=1.65 cfs 0.105 afPond CB1: CB1 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' Outflow=1.65 cfs 0.105 af Peak Elev=150.98' Inflow=4.24 cfs 0.275 afPond CB10: CB10 12.0" Round Culvert n=0.012 L=141.0' S=0.0055 '/' Outflow=4.24 cfs 0.275 af Peak Elev=126.32' Inflow=1.10 cfs 0.069 afPond CB2: CB2 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' Outflow=1.10 cfs 0.069 af Peak Elev=147.87' Inflow=0.85 cfs 0.054 afPond CB3: CB3 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' Outflow=0.85 cfs 0.054 af Peak Elev=147.90' Inflow=1.00 cfs 0.064 afPond CB4: CB4 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' Outflow=1.00 cfs 0.064 af Peak Elev=156.58' Inflow=3.08 cfs 0.220 afPond CB5: CB5 12.0" Round Culvert n=0.012 L=42.0' S=0.0136 '/' Outflow=3.08 cfs 0.220 af Peak Elev=157.96' Inflow=2.57 cfs 0.180 afPond CB6: CB6 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' Outflow=2.57 cfs 0.180 af Peak Elev=157.82' Inflow=1.01 cfs 0.065 afPond CB7: CB-7 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' Outflow=1.01 cfs 0.065 af Peak Elev=149.86' Inflow=8.88 cfs 0.579 afPond CB8: CB8 12.0" Round Culvert n=0.012 L=50.0' S=-0.0010 '/' Outflow=8.88 cfs 0.579 af Peak Elev=150.62' Inflow=6.31 cfs 0.408 afPond CB9: CB9 12.0" Round Culvert n=0.012 L=100.0' S=0.0048 '/' Outflow=6.31 cfs 0.408 af Peak Elev=126.13' Inflow=23.19 cfs 1.559 afPond DMH1: DMH1 18.0" Round Culvert n=0.012 L=309.0' S=0.0149 '/' Outflow=23.19 cfs 1.559 af Peak Elev=147.83' Inflow=19.74 cfs 1.330 afPond DMH2: DMH2 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' Outflow=19.74 cfs 1.330 af Peak Elev=156.40' Inflow=9.13 cfs 0.634 afPond DMH3: DMH3 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' Outflow=9.13 cfs 0.634 af Peak Elev=157.79' Inflow=6.05 cfs 0.414 afPond DMH4: DMH4 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' Outflow=6.05 cfs 0.414 af Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 71HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=158.41' Inflow=2.50 cfs 0.168 afPond DMH5: DMH5 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' Outflow=2.50 cfs 0.168 af Peak Elev=158.58' Inflow=2.50 cfs 0.168 afPond STC-450i: STC 450i 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' Outflow=2.50 cfs 0.168 af Total Runoff Area = 10.072 ac Runoff Volume = 2.542 af Average Runoff Depth = 3.03" 33.36% Pervious = 3.360 ac 66.64% Impervious = 6.712 ac Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 72HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Area 1 [49] Hint: Tc<2dt may require smaller dt Runoff = 3.48 cfs @ 12.07 hrs, Volume= 0.223 af, Depth> 1.88" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YR Rainfall=4.47" Area (sf) CN Description 8,799 98 Unconnected pavement, HSG B 45,823 69 50-75% Grass cover, Fair, HSG B 610 98 Roofs, HSG B 6,885 98 Water Surface, HSG B 62,117 77 Weighted Average, UI Adjusted CN = 75 45,823 73.77% Pervious Area 16,294 26.23% Impervious Area 8,799 54.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 54 0.0010 0.36 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4 29 0.0220 1.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 35 0.0290 1.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3 42 0.0240 2.49 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2 41 0.0490 3.56 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.3 43 0.0230 2.44 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 27 0.0370 3.10 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 12 0.0830 4.64 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 14 0.2860 8.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 13 0.0770 4.47 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 4.3 310 Total Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 73HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 1S: Area 1 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)3 2 1 0 Type III 24-hr 10-YR Rainfall=4.47" Runoff Area=62,117 sf Runoff Volume=0.223 af Runoff Depth>1.88" Flow Length=310' Tc=4.3 min UI Adjusted CN=75 3.48 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 74HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 2AS: Area 2A Runoff = 1.72 cfs @ 12.10 hrs, Volume= 0.119 af, Depth> 1.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YR Rainfall=4.47" Area (sf) CN Description 4,356 98 Unconnected pavement, HSG B 25,645 69 50-75% Grass cover, Fair, HSG B 6,890 60 Woods, Fair, HSG B 2,357 98 Water Surface, HSG B 39,248 72 Weighted Average, UI Adjusted CN = 71 32,535 82.90% Pervious Area 6,713 17.10% Impervious Area 4,356 64.89% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 21 0.0420 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.4 15 0.0670 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.8 43 0.0930 0.26 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.1 18 0.0550 3.78 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2 32 0.0310 2.83 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 6.6 129 Total Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 75HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 2AS: Area 2A Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 10-YR Rainfall=4.47" Runoff Area=39,248 sf Runoff Volume=0.119 af Runoff Depth>1.58" Flow Length=129' Tc=6.6 min UI Adjusted CN=71 1.72 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 76HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 2BS: Area 2B Runoff = 0.85 cfs @ 12.10 hrs, Volume= 0.069 af, Depth> 3.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YR Rainfall=4.47" Area (sf) CN Description 8,712 98 Unconnected pavement, HSG B 436 69 50-75% Grass cover, Fair, HSG B 9,148 97 Weighted Average 436 4.77% Pervious Area 8,712 95.23% Impervious Area 8,712 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 55 0.0150 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.5 63 0.0160 2.04 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 7.5 118 Total Subcatchment 2BS: Area 2B Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 10-YR Rainfall=4.47" Runoff Area=9,148 sf Runoff Volume=0.069 af Runoff Depth>3.92" Flow Length=118' Tc=7.5 min CN=97 0.85 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 77HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Area 3 [49] Hint: Tc<2dt may require smaller dt Runoff = 4.24 cfs @ 12.03 hrs, Volume= 0.275 af, Depth> 3.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YR Rainfall=4.47" Area (sf) CN Description 23,087 98 Paved parking, HSG B 8,843 69 50-75% Grass cover, Fair, HSG B 10,454 98 Roofs, HSG B 42,384 92 Weighted Average 8,843 20.86% Pervious Area 33,541 79.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 82 0.0110 1.02 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4 29 0.0040 1.28 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.3 56 0.0210 2.94 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.0 167 Total Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 78HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 3S: Area 3 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 10-YR Rainfall=4.47" Runoff Area=42,384 sf Runoff Volume=0.275 af Runoff Depth>3.39" Flow Length=167' Tc=2.0 min CN=92 4.24 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 79HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Area 4 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.81 cfs @ 12.01 hrs, Volume= 0.054 af, Depth> 3.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YR Rainfall=4.47" Area (sf) CN Description 6,316 98 Paved parking, HSG B 436 69 50-75% Grass cover, Fair, HSG B 610 98 Roofs, HSG B 7,362 96 Weighted Average 436 5.92% Pervious Area 6,926 94.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 17 0.0320 1.14 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 9 0.0160 0.76 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4 22 0.0130 0.84 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.8 48 Total Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 80HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 4S: Area 4 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 10-YR Rainfall=4.47" Runoff Area=7,362 sf Runoff Volume=0.054 af Runoff Depth>3.82" Flow Length=48' Tc=0.8 min CN=96 0.81 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 81HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Area 5 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.07 cfs @ 12.03 hrs, Volume= 0.134 af, Depth> 3.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YR Rainfall=4.47" Area (sf) CN Description 14,505 98 Paved parking, HSG B 4,095 69 50-75% Grass cover, Fair, HSG B 2,047 98 Roofs, HSG B 20,647 92 Weighted Average 4,095 19.83% Pervious Area 16,552 80.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 78 0.0120 1.04 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.7 80 0.0090 1.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 158 Total Subcatchment 5S: Area 5 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 10-YR Rainfall=4.47" Runoff Area=20,647 sf Runoff Volume=0.134 af Runoff Depth>3.39" Flow Length=158' Tc=1.9 min CN=92 2.07 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 82HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Area 6 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.79 cfs @ 12.03 hrs, Volume= 0.050 af, Depth> 2.99" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YR Rainfall=4.47" Area (sf) CN Description 5,663 98 Paved parking, HSG B 3,049 69 50-75% Grass cover, Fair, HSG B 8,712 88 Weighted Average 3,049 35.00% Pervious Area 5,663 65.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 81 0.0080 0.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1 17 0.0180 2.72 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.6 98 Total Subcatchment 6S: Area 6 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 10-YR Rainfall=4.47" Runoff Area=8,712 sf Runoff Volume=0.050 af Runoff Depth>2.99" Flow Length=98' Tc=1.6 min CN=88 0.79 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 83HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Area 7 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.57 cfs @ 12.03 hrs, Volume= 0.171 af, Depth> 3.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YR Rainfall=4.47" Area (sf) CN Description 10,629 98 Paved parking, HSG B 3,485 69 50-75% Grass cover, Fair, HSG B 10,716 98 Roofs, HSG B 24,830 94 Weighted Average 3,485 14.04% Pervious Area 21,345 85.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 50 0.0050 0.67 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6 82 0.0130 2.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.8 132 Total Subcatchment 7S: Area 7 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 10-YR Rainfall=4.47" Runoff Area=24,830 sf Runoff Volume=0.171 af Runoff Depth>3.60" Flow Length=132' Tc=1.8 min CN=94 2.57 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 84HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Area 8 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.91 cfs @ 12.01 hrs, Volume= 0.057 af, Depth> 3.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YR Rainfall=4.47" Area (sf) CN Description 5,140 98 Unconnected pavement, HSG B 1,873 69 50-75% Grass cover, Fair, HSG B 1,830 98 Roofs, HSG B 8,843 92 Weighted Average 1,873 21.18% Pervious Area 6,970 78.82% Impervious Area 5,140 73.74% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 63 0.0190 1.20 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1 12 0.0330 3.69 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.0 75 Total Subcatchment 8S: Area 8 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 10-YR Rainfall=4.47" Runoff Area=8,843 sf Runoff Volume=0.057 af Runoff Depth>3.39" Flow Length=75' Tc=1.0 min CN=92 0.91 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 85HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 9AS: Area 9A [49] Hint: Tc<2dt may require smaller dt Runoff = 0.47 cfs @ 12.01 hrs, Volume= 0.031 af, Depth> 3.71" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YR Rainfall=4.47" Area (sf) CN Description 2,178 98 Unconnected pavement, HSG B 436 69 50-75% Grass cover, Fair, HSG B 1,742 98 Roofs, HSG B 4,356 95 Weighted Average 436 10.01% Pervious Area 3,920 89.99% Impervious Area 2,178 55.56% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 50 0.0200 1.17 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1 23 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.8 73 Total Subcatchment 9AS: Area 9A Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-YR Rainfall=4.47" Runoff Area=4,356 sf Runoff Volume=0.031 af Runoff Depth>3.71" Flow Length=73' Slope=0.0200 '/' Tc=0.8 min CN=95 0.47 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 86HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 9BS: Area 9B [49] Hint: Tc<2dt may require smaller dt Runoff = 2.40 cfs @ 12.03 hrs, Volume= 0.159 af, Depth> 3.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YR Rainfall=4.47" Area (sf) CN Description 9,322 98 Unconnected pavement, HSG B 3,049 69 50-75% Grass cover, Fair, HSG B 10,716 98 Roofs, HSG B 23,087 94 Weighted Average 3,049 13.21% Pervious Area 20,038 86.79% Impervious Area 9,322 46.52% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 35 0.0290 1.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4 49 0.0610 1.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3 26 0.0380 1.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.7 115 0.0170 2.65 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1 25 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.0 250 Total Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 87HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 9BS: Area 9B Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 10-YR Rainfall=4.47" Runoff Area=23,087 sf Runoff Volume=0.159 af Runoff Depth>3.60" Flow Length=250' Tc=2.0 min CN=94 2.40 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 88HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: Area 10 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.55 cfs @ 12.07 hrs, Volume= 0.042 af, Depth> 4.04" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YR Rainfall=4.47" Area (sf) CN Description 5,445 98 Roofs, HSG B 5,445 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Roof area Subcatchment 10S: Area 10 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-YR Rainfall=4.47" Runoff Area=5,445 sf Runoff Volume=0.042 af Runoff Depth>4.04" Tc=5.0 min CN=98 0.55 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 89HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: Area 11 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.27 cfs @ 12.07 hrs, Volume= 0.095 af, Depth> 3.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YR Rainfall=4.47" Area (sf) CN Description 12,197 98 Roofs, HSG B 479 69 50-75% Grass cover, Fair, HSG B 12,676 97 Weighted Average 479 3.78% Pervious Area 12,197 96.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Roof/Gravel Courtyard Subcatchment 11S: Area 11 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 10-YR Rainfall=4.47" Runoff Area=12,676 sf Runoff Volume=0.095 af Runoff Depth>3.92" Tc=5.0 min CN=97 1.27 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 90HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: Area 12 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.90 cfs @ 12.03 hrs, Volume= 0.125 af, Depth> 3.49" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YR Rainfall=4.47" Area (sf) CN Description 12,066 98 Paved parking, HSG B 3,049 69 50-75% Grass cover, Fair, HSG B 3,572 98 Roofs, HSG B 18,687 93 Weighted Average 3,049 16.32% Pervious Area 15,638 83.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 64 0.0160 1.12 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 14 0.0770 1.55 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1 21 0.0480 4.45 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 49 0.0610 5.01 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1 27 0.0370 3.90 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 41 0.0210 2.94 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.7 216 Total Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 91HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 12S: Area 12 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 10-YR Rainfall=4.47" Runoff Area=18,687 sf Runoff Volume=0.125 af Runoff Depth>3.49" Flow Length=216' Tc=1.7 min CN=93 1.90 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 92HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: Area 13 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.33 cfs @ 12.02 hrs, Volume= 0.086 af, Depth> 3.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YR Rainfall=4.47" Area (sf) CN Description 9,409 98 Paved parking, HSG B 2,788 69 50-75% Grass cover, Fair, HSG B 1,045 98 Roofs, HSG B 13,242 92 Weighted Average 2,788 21.05% Pervious Area 10,454 78.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 35 0.0290 1.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 20 0.0500 1.40 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 15 0.0380 1.19 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4 96 0.0360 3.85 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1 32 0.0310 3.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.4 198 Total Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 93HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 13S: Area 13 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 10-YR Rainfall=4.47" Runoff Area=13,242 sf Runoff Volume=0.086 af Runoff Depth>3.39" Flow Length=198' Tc=1.4 min CN=92 1.33 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 94HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 14AS: Area 14A [49] Hint: Tc<2dt may require smaller dt Runoff = 1.88 cfs @ 12.04 hrs, Volume= 0.127 af, Depth> 3.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YR Rainfall=4.47" Area (sf) CN Description 12,850 98 Unconnected pavement, HSG B 1,742 69 50-75% Grass cover, Fair, HSG B 3,267 98 Roofs, HSG B 17,859 95 Weighted Average 1,742 9.75% Pervious Area 16,117 90.25% Impervious Area 12,850 79.73% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 31 0.0320 1.28 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3 24 0.0420 1.36 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6 45 0.0220 1.19 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 68 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4 66 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.0 10 0.0870 5.99 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.2 244 Total Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 95HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 14AS: Area 14A Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 10-YR Rainfall=4.47" Runoff Area=17,859 sf Runoff Volume=0.127 af Runoff Depth>3.70" Flow Length=244' Tc=2.2 min CN=95 1.88 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 96HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 14BS: Area 14B [49] Hint: Tc<2dt may require smaller dt Runoff = 2.27 cfs @ 12.02 hrs, Volume= 0.157 af, Depth> 3.93" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YR Rainfall=4.47" Area (sf) CN Description 20,473 98 Unconnected pavement, HSG B 436 69 50-75% Grass cover, Fair, HSG B 20,909 97 Weighted Average 436 2.09% Pervious Area 20,473 97.91% Impervious Area 20,473 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.1 73 0.0140 1.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4 66 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5 139 Total Subcatchment 14BS: Area 14B Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 10-YR Rainfall=4.47" Runoff Area=20,909 sf Runoff Volume=0.157 af Runoff Depth>3.93" Flow Length=139' Tc=1.5 min CN=97 2.27 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 97HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: Area 15 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.76 cfs @ 12.04 hrs, Volume= 0.048 af, Depth> 3.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YR Rainfall=4.47" Area (sf) CN Description 5,663 98 Paved parking, HSG B 2,396 69 50-75% Grass cover, Fair, HSG B 8,059 89 Weighted Average 2,396 29.73% Pervious Area 5,663 70.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 14 0.0440 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.6 27 0.0100 0.78 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 2.1 41 Total Subcatchment 15S: Area 15 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 10-YR Rainfall=4.47" Runoff Area=8,059 sf Runoff Volume=0.048 af Runoff Depth>3.08" Flow Length=41' Tc=2.1 min CN=89 0.76 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 98HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: Area 16 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.88 cfs @ 12.05 hrs, Volume= 0.058 af, Depth> 3.49" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YR Rainfall=4.47" Area (sf) CN Description 7,100 98 Paved parking, HSG B 1,568 69 50-75% Grass cover, Fair, HSG B 8,668 93 Weighted Average 1,568 18.09% Pervious Area 7,100 81.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 10 0.0220 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.2 54 0.0060 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3 13 0.0160 0.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 3.0 77 Total Subcatchment 16S: Area 16 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 10-YR Rainfall=4.47" Runoff Area=8,668 sf Runoff Volume=0.058 af Runoff Depth>3.49" Flow Length=77' Tc=3.0 min CN=93 0.88 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 99HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: Area 17 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.90 cfs @ 12.08 hrs, Volume= 0.063 af, Depth> 3.18" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YR Rainfall=4.47" Area (sf) CN Description 7,405 98 Paved parking, HSG B 2,919 69 50-75% Grass cover, Fair, HSG B 10,324 90 Weighted Average 2,919 28.27% Pervious Area 7,405 71.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 44 0.0230 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.3 14 0.0180 0.87 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 5.2 58 Total Subcatchment 17S: Area 17 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 10-YR Rainfall=4.47" Runoff Area=10,324 sf Runoff Volume=0.063 af Runoff Depth>3.18" Flow Length=58' Tc=5.2 min CN=90 0.90 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 100HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Area 18 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.34 cfs @ 12.07 hrs, Volume= 0.094 af, Depth> 3.49" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YR Rainfall=4.47" Area (sf) CN Description 11,761 98 Paved parking, HSG B 2,352 69 50-75% Grass cover, Fair, HSG B 14,113 93 Weighted Average 2,352 16.67% Pervious Area 11,761 83.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 116 0.0070 0.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 16 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.5 197 0.0133 1.31 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.8 329 Total Subcatchment 18S: Area 18 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 10-YR Rainfall=4.47" Runoff Area=14,113 sf Runoff Volume=0.094 af Runoff Depth>3.49" Flow Length=329' Tc=4.8 min CN=93 1.34 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 101HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: Area 19 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.01 cfs @ 12.06 hrs, Volume= 0.065 af, Depth> 2.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YR Rainfall=4.47" Area (sf) CN Description 7,318 98 Paved parking, HSG B 4,922 69 50-75% Grass cover, Fair, HSG B 12,240 86 Weighted Average 4,922 40.21% Pervious Area 7,318 59.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 119 0.0070 0.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 19 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 153 0.0170 1.37 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.3 291 Total Subcatchment 19S: Area 19 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 10-YR Rainfall=4.47" Runoff Area=12,240 sf Runoff Volume=0.065 af Runoff Depth>2.80" Flow Length=291' Tc=4.3 min CN=86 1.01 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 102HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Area 20 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.00 cfs @ 12.05 hrs, Volume= 0.064 af, Depth> 2.89" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YR Rainfall=4.47" Area (sf) CN Description 7,100 98 Paved parking, HSG B 4,400 69 50-75% Grass cover, Fair, HSG B 11,500 87 Weighted Average 4,400 38.26% Pervious Area 7,100 61.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 100 0.0120 1.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 63 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5 132 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.5 295 Total Subcatchment 20S: Area 20 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 10-YR Rainfall=4.47" Runoff Area=11,500 sf Runoff Volume=0.064 af Runoff Depth>2.89" Flow Length=295' Tc=3.5 min CN=87 1.00 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 103HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: Area 21 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.85 cfs @ 12.06 hrs, Volume= 0.054 af, Depth> 2.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YR Rainfall=4.47" Area (sf) CN Description 6,011 98 Paved parking, HSG B 4,051 69 50-75% Grass cover, Fair, HSG B 10,062 86 Weighted Average 4,051 40.26% Pervious Area 6,011 59.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 107 0.0090 0.99 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.4 147 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4 50 0.0130 2.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6 304 Total Subcatchment 21S: Area 21 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 10-YR Rainfall=4.47" Runoff Area=10,062 sf Runoff Volume=0.054 af Runoff Depth>2.80" Flow Length=304' Tc=3.6 min CN=86 0.85 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 104HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 22S: Area 22 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.88 cfs @ 12.06 hrs, Volume= 0.055 af, Depth> 2.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YR Rainfall=4.47" Area (sf) CN Description 6,055 98 Paved parking, HSG B 4,312 69 50-75% Grass cover, Fair, HSG B 10,367 86 Weighted Average 4,312 41.59% Pervious Area 6,055 58.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 100 0.0050 0.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 47 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 106 0.0090 1.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6 253 Total Subcatchment 22S: Area 22 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 10-YR Rainfall=4.47" Runoff Area=10,367 sf Runoff Volume=0.055 af Runoff Depth>2.80" Flow Length=253' Tc=3.6 min CN=86 0.88 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 105HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: Area 23 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.10 cfs @ 12.06 hrs, Volume= 0.069 af, Depth> 2.62" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YR Rainfall=4.47" Area (sf) CN Description 6,970 98 Paved parking, HSG B 6,882 69 50-75% Grass cover, Fair, HSG B 13,852 84 Weighted Average 6,882 49.68% Pervious Area 6,970 50.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 100 0.0050 0.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6 53 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 105 0.0090 1.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.7 258 Total Subcatchment 23S: Area 23 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 10-YR Rainfall=4.47" Runoff Area=13,852 sf Runoff Volume=0.069 af Runoff Depth>2.62" Flow Length=258' Tc=3.7 min CN=84 1.10 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 106HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 1R: Design Point 2 - Northern Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.058 ac, 91.11% Impervious, Inflow Depth > 3.74" for 10-YR event Inflow = 8.97 cfs @ 12.03 hrs, Volume= 0.641 af Outflow = 8.97 cfs @ 12.03 hrs, Volume= 0.641 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Reach 1R: Design Point 2 - Northern Wetland Area Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.058 ac 8.97 cfs8.97 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 107HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 2R: Design Point 1 - Western Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 8.014 ac, 60.36% Impervious, Inflow Depth > 2.85" for 10-YR event Inflow = 27.91 cfs @ 12.05 hrs, Volume= 1.900 af Outflow = 27.91 cfs @ 12.05 hrs, Volume= 1.900 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Reach 2R: Design Point 1 - Western Wetland Area Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)30 25 20 15 10 5 0 Inflow Area=8.014 ac 27.91 cfs27.91 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 108HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 15R: Area 2B Swale Inflow Area = 0.210 ac, 95.23% Impervious, Inflow Depth > 3.92" for 10-YR event Inflow = 0.85 cfs @ 12.10 hrs, Volume= 0.069 af Outflow = 0.85 cfs @ 12.10 hrs, Volume= 0.069 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.81 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.45 fps, Avg. Travel Time= 0.1 min Peak Storage= 3 cf @ 12.10 hrs Average Depth at Peak Storage= 0.04' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 119.15', Outlet Invert= 118.07' ‡ Reach 15R: Area 2B Swale Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Inflow Area=0.210 ac Avg. Flow Depth=0.04' Max Vel=3.81 fps n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs 0.85 cfs0.85 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 109HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 16R: Area 8 Swale Inflow Area = 0.203 ac, 78.82% Impervious, Inflow Depth > 3.39" for 10-YR event Inflow = 0.91 cfs @ 12.01 hrs, Volume= 0.057 af Outflow = 0.91 cfs @ 12.01 hrs, Volume= 0.057 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.87 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.45 fps, Avg. Travel Time= 0.1 min Peak Storage= 3 cf @ 12.01 hrs Average Depth at Peak Storage= 0.04' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 119.64', Outlet Invert= 118.56' ‡ Reach 16R: Area 8 Swale Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.203 ac Avg. Flow Depth=0.04' Max Vel=3.87 fps n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs 0.91 cfs0.91 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 110HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 17R: Area 9A Swale Inflow Area = 0.100 ac, 89.99% Impervious, Inflow Depth > 3.71" for 10-YR event Inflow = 0.47 cfs @ 12.01 hrs, Volume= 0.031 af Outflow = 0.47 cfs @ 12.01 hrs, Volume= 0.031 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.01 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.40 fps, Avg. Travel Time= 0.1 min Peak Storage= 2 cf @ 12.01 hrs Average Depth at Peak Storage= 0.03' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 120.56', Outlet Invert= 119.48' ‡ Reach 17R: Area 9A Swale Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.100 ac Avg. Flow Depth=0.03' Max Vel=3.01 fps n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs 0.47 cfs0.47 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 111HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 18R: Area 9B/10 Swale [90] Warning: Qout>Qin may require Finer Routing or smaller dt Inflow Area = 0.655 ac, 89.31% Impervious, Inflow Depth > 3.68" for 10-YR event Inflow = 2.91 cfs @ 12.04 hrs, Volume= 0.201 af Outflow = 2.91 cfs @ 12.04 hrs, Volume= 0.201 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 5.04 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.54 fps, Avg. Travel Time= 0.1 min Peak Storage= 7 cf @ 12.04 hrs Average Depth at Peak Storage= 0.06' Bank-Full Depth= 0.80', Capacity at Bank-Full= 234.60 cfs 10.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 11.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 120.62', Outlet Invert= 119.54' ‡ Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 112HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Reach 18R: Area 9B/10 Swale Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=0.655 ac Avg. Flow Depth=0.06' Max Vel=5.04 fps n=0.013 L=12.0' S=0.0900 '/' Capacity=234.60 cfs 2.91 cfs2.91 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 113HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 19R: Area 14A Swale [90] Warning: Qout>Qin may require Finer Routing or smaller dt Inflow Area = 0.410 ac, 90.25% Impervious, Inflow Depth > 3.70" for 10-YR event Inflow = 1.88 cfs @ 12.04 hrs, Volume= 0.127 af Outflow = 1.89 cfs @ 12.04 hrs, Volume= 0.127 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.70 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.01 fps, Avg. Travel Time= 0.2 min Peak Storage= 6 cf @ 12.04 hrs Average Depth at Peak Storage= 0.08' Bank-Full Depth= 0.80', Capacity at Bank-Full= 81.51 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0300 '/' Inlet Invert= 116.12', Outlet Invert= 115.76' ‡ Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 114HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Reach 19R: Area 14A Swale Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.410 ac Avg. Flow Depth=0.08' Max Vel=3.70 fps n=0.013 L=12.0' S=0.0300 '/' Capacity=81.51 cfs 1.88 cfs1.89 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 115HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 20R: Area 14B Swale Inflow Area = 0.480 ac, 97.91% Impervious, Inflow Depth > 3.93" for 10-YR event Inflow = 2.27 cfs @ 12.02 hrs, Volume= 0.157 af Outflow = 2.26 cfs @ 12.02 hrs, Volume= 0.157 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 5.50 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.61 fps, Avg. Travel Time= 0.1 min Peak Storage= 5 cf @ 12.02 hrs Average Depth at Peak Storage= 0.07' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 122.79', Outlet Invert= 121.71' ‡ Reach 20R: Area 14B Swale Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.480 ac Avg. Flow Depth=0.07' Max Vel=5.50 fps n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs 2.27 cfs2.26 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 116HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-A: CBA [58] Hint: Peaked 34.04' above defined flood level Inflow Area = 0.185 ac, 70.27% Impervious, Inflow Depth > 3.08" for 10-YR event Inflow = 0.76 cfs @ 12.04 hrs, Volume= 0.048 af Outflow = 0.76 cfs @ 12.04 hrs, Volume= 0.048 af, Atten= 0%, Lag= 0.0 min Primary = 0.76 cfs @ 12.04 hrs, Volume= 0.048 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 158.78' @ 12.34 hrs Flood Elev= 124.74' Device Routing Invert Outlet Devices #1 Primary 121.04'8.0" Round Culvert L= 86.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 121.04' / 120.94' S= 0.0012 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=122.38' TW=122.52' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB-A: CBA Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Inflow Area=0.185 ac Peak Elev=158.78' 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' 0.76 cfs0.76 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 117HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-B: CBB [58] Hint: Peaked 33.96' above defined flood level [80] Warning: Exceeded Pond CB-A by 13.72' @ 12.25 hrs (4.57 cfs 0.069 af) Inflow Area = 0.384 ac, 76.30% Impervious, Inflow Depth > 3.29" for 10-YR event Inflow = 1.63 cfs @ 12.04 hrs, Volume= 0.105 af Outflow = 1.63 cfs @ 12.04 hrs, Volume= 0.105 af, Atten= 0%, Lag= 0.0 min Primary = 1.63 cfs @ 12.04 hrs, Volume= 0.105 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 158.75' @ 12.29 hrs Flood Elev= 124.79' Device Routing Invert Outlet Devices #1 Primary 120.94'8.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.94' / 120.40' S= 0.0072 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=122.57' TW=123.50' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB-B: CBB Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.384 ac Peak Elev=158.75' 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' 1.63 cfs1.63 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 118HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB1: CB1 [58] Hint: Peaked 8.27' above defined flood level Inflow Area = 0.438 ac, 61.42% Impervious, Inflow Depth > 2.88" for 10-YR event Inflow = 1.65 cfs @ 12.04 hrs, Volume= 0.105 af Outflow = 1.65 cfs @ 12.04 hrs, Volume= 0.105 af, Atten= 0%, Lag= 0.0 min Primary = 1.65 cfs @ 12.04 hrs, Volume= 0.105 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 126.31' @ 12.09 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 113.94'10.0" Round Culvert L= 25.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.94' / 113.41' S= 0.0212 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=121.72' TW=125.53' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB1: CB1 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.438 ac Peak Elev=126.31' 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' 1.65 cfs1.65 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 119HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB10: CB10 [58] Hint: Peaked 31.17' above defined flood level Inflow Area = 0.973 ac, 79.14% Impervious, Inflow Depth > 3.39" for 10-YR event Inflow = 4.24 cfs @ 12.03 hrs, Volume= 0.275 af Outflow = 4.24 cfs @ 12.03 hrs, Volume= 0.275 af, Atten= 0%, Lag= 0.0 min Primary = 4.24 cfs @ 12.03 hrs, Volume= 0.275 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 150.98' @ 12.20 hrs Flood Elev= 119.81' Device Routing Invert Outlet Devices #1 Primary 117.34'12.0" Round Culvert L= 141.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 117.34' / 116.56' S= 0.0055 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.03 hrs HW=124.70' TW=128.52' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB10: CB10 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=0.973 ac Peak Elev=150.98' 12.0" Round Culvert n=0.012 L=141.0' S=0.0055 '/' 4.24 cfs4.24 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 120HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB2: CB2 [58] Hint: Peaked 8.28' above defined flood level Inflow Area = 0.318 ac, 50.32% Impervious, Inflow Depth > 2.62" for 10-YR event Inflow = 1.10 cfs @ 12.06 hrs, Volume= 0.069 af Outflow = 1.10 cfs @ 12.06 hrs, Volume= 0.069 af, Atten= 0%, Lag= 0.0 min Primary = 1.10 cfs @ 12.06 hrs, Volume= 0.069 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 126.32' @ 12.09 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 114.29'10.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 114.29' / 113.34' S= 0.0127 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.06 hrs HW=123.13' TW=125.01' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB2: CB2 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.318 ac Peak Elev=126.32' 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' 1.10 cfs1.10 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 121HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB3: CB3 [58] Hint: Peaked 28.54' above defined flood level Inflow Area = 0.231 ac, 59.74% Impervious, Inflow Depth > 2.80" for 10-YR event Inflow = 0.85 cfs @ 12.06 hrs, Volume= 0.054 af Outflow = 0.85 cfs @ 12.06 hrs, Volume= 0.054 af, Atten= 0%, Lag= 0.0 min Primary = 0.85 cfs @ 12.06 hrs, Volume= 0.054 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 147.87' @ 12.11 hrs Flood Elev= 119.33' Device Routing Invert Outlet Devices #1 Primary 115.74'10.0" Round Culvert L= 13.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.74' / 115.35' S= 0.0300 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.06 hrs HW=136.38' TW=146.82' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB3: CB3 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Inflow Area=0.231 ac Peak Elev=147.87' 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' 0.85 cfs0.85 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 122HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB4: CB4 [58] Hint: Peaked 28.55' above defined flood level Inflow Area = 0.264 ac, 61.74% Impervious, Inflow Depth > 2.89" for 10-YR event Inflow = 1.00 cfs @ 12.05 hrs, Volume= 0.064 af Outflow = 1.00 cfs @ 12.05 hrs, Volume= 0.064 af, Atten= 0%, Lag= 0.0 min Primary = 1.00 cfs @ 12.05 hrs, Volume= 0.064 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 147.90' @ 12.11 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 116.90'10.0" Round Culvert L= 22.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.90' / 115.18' S= 0.0782 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=136.05' TW=147.02' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB4: CB4 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.264 ac Peak Elev=147.90' 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' 1.00 cfs1.00 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 123HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB5: CB5 [58] Hint: Peaked 36.45' above defined flood level Inflow Area = 0.720 ac, 88.75% Impervious, Inflow Depth > 3.67" for 10-YR event Inflow = 3.08 cfs @ 12.04 hrs, Volume= 0.220 af Outflow = 3.08 cfs @ 12.04 hrs, Volume= 0.220 af, Atten= 0%, Lag= 0.0 min Primary = 3.08 cfs @ 12.04 hrs, Volume= 0.220 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 156.58' @ 12.15 hrs Flood Elev= 120.13' Device Routing Invert Outlet Devices #1 Primary 117.13'12.0" Round Culvert L= 42.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 117.13' / 116.56' S= 0.0136 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=131.17' TW=145.78' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB5: CB5 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=0.720 ac Peak Elev=156.58' 12.0" Round Culvert n=0.012 L=42.0' S=0.0136 '/' 3.08 cfs3.08 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 124HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB6: CB6 [58] Hint: Peaked 36.01' above defined flood level Inflow Area = 0.628 ac, 81.21% Impervious, Inflow Depth > 3.44" for 10-YR event Inflow = 2.57 cfs @ 12.05 hrs, Volume= 0.180 af Outflow = 2.57 cfs @ 12.05 hrs, Volume= 0.180 af, Atten= 0%, Lag= 0.0 min Primary = 2.57 cfs @ 12.05 hrs, Volume= 0.180 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 157.96' @ 12.19 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 32.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.75' S= 0.0759 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=125.57' TW=134.52' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB6: CB6 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.628 ac Peak Elev=157.96' 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' 2.57 cfs2.57 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 125HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB7: CB-7 [58] Hint: Peaked 35.87' above defined flood level Inflow Area = 0.281 ac, 59.79% Impervious, Inflow Depth > 2.80" for 10-YR event Inflow = 1.01 cfs @ 12.06 hrs, Volume= 0.065 af Outflow = 1.01 cfs @ 12.06 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.0 min Primary = 1.01 cfs @ 12.06 hrs, Volume= 0.065 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 157.82' @ 12.19 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 40.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.77' S= 0.0603 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.06 hrs HW=128.24' TW=139.74' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB7: CB-7 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.281 ac Peak Elev=157.82' 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' 1.01 cfs1.01 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 126HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB8: CB8 [58] Hint: Peaked 29.95' above defined flood level [80] Warning: Exceeded Pond CB9 by 8.94' @ 12.05 hrs (9.57 cfs 0.122 af) Inflow Area = 2.017 ac, 81.31% Impervious, Inflow Depth > 3.45" for 10-YR event Inflow = 8.88 cfs @ 12.03 hrs, Volume= 0.579 af Outflow = 8.88 cfs @ 12.03 hrs, Volume= 0.579 af, Atten= 0%, Lag= 0.0 min Primary = 8.88 cfs @ 12.03 hrs, Volume= 0.579 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 149.86' @ 12.10 hrs Flood Elev= 119.91' Device Routing Invert Outlet Devices #1 Primary 115.81'12.0" Round Culvert L= 50.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.76' / 115.81' S= -0.0010 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.03 hrs HW=135.20' TW=143.12' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB8: CB8 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=2.017 ac Peak Elev=149.86' 12.0" Round Culvert n=0.012 L=50.0' S=-0.0010 '/' 8.88 cfs8.88 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 127HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB9: CB9 [58] Hint: Peaked 30.63' above defined flood level [80] Warning: Exceeded Pond CB10 by 9.65' @ 12.10 hrs (8.78 cfs 0.128 af) Inflow Area = 1.447 ac, 79.47% Impervious, Inflow Depth > 3.39" for 10-YR event Inflow = 6.31 cfs @ 12.03 hrs, Volume= 0.408 af Outflow = 6.31 cfs @ 12.03 hrs, Volume= 0.408 af, Atten= 0%, Lag= 0.0 min Primary = 6.31 cfs @ 12.03 hrs, Volume= 0.408 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 150.62' @ 12.15 hrs Flood Elev= 119.99' Device Routing Invert Outlet Devices #1 Primary 116.44'12.0" Round Culvert L= 100.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.44' / 115.96' S= 0.0048 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.03 hrs HW=128.44' TW=135.47' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB9: CB9 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=1.447 ac Peak Elev=150.62' 12.0" Round Culvert n=0.012 L=100.0' S=0.0048 '/' 6.31 cfs6.31 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 128HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH1: DMH1 [58] Hint: Peaked 7.69' above defined flood level [80] Warning: Exceeded Pond CB1 by 6.71' @ 12.00 hrs (7.91 cfs 0.070 af) [80] Warning: Exceeded Pond CB2 by 6.80' @ 12.00 hrs (5.89 cfs 0.048 af) Inflow Area = 5.687 ac, 75.77% Impervious, Inflow Depth > 3.29" for 10-YR event Inflow = 23.19 cfs @ 12.04 hrs, Volume= 1.559 af Outflow = 23.19 cfs @ 12.04 hrs, Volume= 1.559 af, Atten= 0%, Lag= 0.0 min Primary = 23.19 cfs @ 12.04 hrs, Volume= 1.559 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 126.13' @ 12.04 hrs Flood Elev= 118.44' Device Routing Invert Outlet Devices #1 Primary 113.19'18.0" Round Culvert L= 309.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.19' / 108.58' S= 0.0149 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=22.64 cfs @ 12.04 hrs HW=125.42' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 22.64 cfs @ 12.81 fps) Pond DMH1: DMH1 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=5.687 ac Peak Elev=126.13' 18.0" Round Culvert n=0.012 L=309.0' S=0.0149 '/' 23.19 cfs23.19 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 129HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH2: DMH2 [58] Hint: Peaked 28.48' above defined flood level [80] Warning: Exceeded Pond CB3 by 12.71' @ 12.05 hrs (11.70 cfs 0.166 af) [80] Warning: Exceeded Pond CB4 by 12.67' @ 12.05 hrs (11.16 cfs 0.139 af) [80] Warning: Exceeded Pond CB8 by 7.97' @ 12.05 hrs (11.17 cfs 0.126 af) [80] Warning: Exceeded Pond DMH3 by 3.04' @ 12.00 hrs (4.41 cfs 0.018 af) Inflow Area = 4.762 ac, 78.14% Impervious, Inflow Depth > 3.35" for 10-YR event Inflow = 19.74 cfs @ 12.04 hrs, Volume= 1.330 af Outflow = 19.74 cfs @ 12.04 hrs, Volume= 1.330 af, Atten= 0%, Lag= 0.0 min Primary = 19.74 cfs @ 12.04 hrs, Volume= 1.330 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 147.83' @ 12.06 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 115.10'15.0" Round Culvert L= 259.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.10' / 113.35' S= 0.0068 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=17.54 cfs @ 12.04 hrs HW=145.55' TW=125.42' (Dynamic Tailwater) 1=Culvert (Outlet Controls 17.54 cfs @ 14.29 fps) Pond DMH2: DMH2 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=4.762 ac Peak Elev=147.83' 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' 19.74 cfs19.74 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 130HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH3: DMH3 [58] Hint: Peaked 35.74' above defined flood level [80] Warning: Exceeded Pond CB5 by 15.49' @ 12.05 hrs (16.27 cfs 0.229 af) [80] Warning: Exceeded Pond DMH4 by 12.32' @ 12.05 hrs (11.01 cfs 0.147 af) Inflow Area = 2.250 ac, 79.11% Impervious, Inflow Depth > 3.38" for 10-YR event Inflow = 9.13 cfs @ 12.05 hrs, Volume= 0.634 af Outflow = 9.13 cfs @ 12.05 hrs, Volume= 0.634 af, Atten= 0%, Lag= 0.0 min Primary = 9.13 cfs @ 12.05 hrs, Volume= 0.634 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 156.40' @ 12.10 hrs Flood Elev= 120.66' Device Routing Invert Outlet Devices #1 Primary 116.28'12.0" Round Culvert L= 187.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.28' / 115.20' S= 0.0058 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.95 cfs @ 12.05 hrs HW=147.44' TW=147.30' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.95 cfs @ 1.22 fps) Pond DMH3: DMH3 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.250 ac Peak Elev=156.40' 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' 9.13 cfs9.13 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 131HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH4: DMH4 [58] Hint: Peaked 35.97' above defined flood level [80] Warning: Exceeded Pond CB6 by 14.40' @ 12.10 hrs (10.97 cfs 0.149 af) [80] Warning: Exceeded Pond CB7 by 14.80' @ 12.10 hrs (10.52 cfs 0.146 af) [80] Warning: Exceeded Pond DMH5 by 13.02' @ 12.10 hrs (5.44 cfs 0.071 af) Inflow Area = 1.530 ac, 74.57% Impervious, Inflow Depth > 3.24" for 10-YR event Inflow = 6.05 cfs @ 12.05 hrs, Volume= 0.414 af Outflow = 6.05 cfs @ 12.05 hrs, Volume= 0.414 af, Atten= 0%, Lag= 0.0 min Primary = 6.05 cfs @ 12.05 hrs, Volume= 0.414 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 157.79' @ 12.14 hrs Flood Elev= 121.82' Device Routing Invert Outlet Devices #1 Primary 116.70'12.0" Round Culvert L= 106.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.70' / 116.38' S= 0.0030 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=135.92' TW=148.07' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond DMH4: DMH4 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=1.530 ac Peak Elev=157.79' 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' 6.05 cfs6.05 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 132HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH5: DMH5 [58] Hint: Peaked 33.89' above defined flood level [80] Warning: Exceeded Pond STC-450i by 13.61' @ 12.15 hrs (9.15 cfs 0.130 af) Inflow Area = 0.621 ac, 74.56% Impervious, Inflow Depth > 3.25" for 10-YR event Inflow = 2.50 cfs @ 12.05 hrs, Volume= 0.168 af Outflow = 2.50 cfs @ 12.05 hrs, Volume= 0.168 af, Atten= 0%, Lag= 0.0 min Primary = 2.50 cfs @ 12.05 hrs, Volume= 0.168 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 158.41' @ 12.19 hrs Flood Elev= 124.52' Device Routing Invert Outlet Devices #1 Primary 119.37'10.0" Round Culvert L= 212.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.37' / 116.78' S= 0.0122 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=128.30' TW=136.10' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond DMH5: DMH5 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.621 ac Peak Elev=158.41' 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' 2.50 cfs2.50 cfs Pre-Development Conditions Type III 24-hr 10-YR Rainfall=4.47"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 133HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond STC-450i: STC 450i [58] Hint: Peaked 33.83' above defined flood level [80] Warning: Exceeded Pond CB-B by 13.56' @ 12.20 hrs (4.79 cfs 0.066 af) Inflow Area = 0.621 ac, 74.56% Impervious, Inflow Depth > 3.25" for 10-YR event Inflow = 2.50 cfs @ 12.05 hrs, Volume= 0.168 af Outflow = 2.50 cfs @ 12.05 hrs, Volume= 0.168 af, Atten= 0%, Lag= 0.0 min Primary = 2.50 cfs @ 12.05 hrs, Volume= 0.168 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 158.58' @ 12.24 hrs Flood Elev= 124.75' Device Routing Invert Outlet Devices #1 Primary 120.05'10.0" Round Culvert L= 56.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.05' / 119.44' S= 0.0109 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=124.13' TW=128.30' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond STC-450i: STC 450i Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.621 ac Peak Elev=158.58' 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' 2.50 cfs2.50 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 134HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=62,117 sf 26.23% Impervious Runoff Depth>2.69"Subcatchment 1S: Area 1 Flow Length=310' Tc=4.3 min UI Adjusted CN=75 Runoff=5.01 cfs 0.320 af Runoff Area=39,248 sf 17.10% Impervious Runoff Depth>2.34"Subcatchment 2AS: Area 2A Flow Length=129' Tc=6.6 min UI Adjusted CN=71 Runoff=2.57 cfs 0.176 af Runoff Area=9,148 sf 95.23% Impervious Runoff Depth>4.94"Subcatchment 2BS: Area 2B Flow Length=118' Tc=7.5 min CN=97 Runoff=1.06 cfs 0.086 af Runoff Area=42,384 sf 79.14% Impervious Runoff Depth>4.38"Subcatchment 3S: Area 3 Flow Length=167' Tc=2.0 min CN=92 Runoff=5.40 cfs 0.355 af Runoff Area=7,362 sf 94.08% Impervious Runoff Depth>4.83"Subcatchment 4S: Area 4 Flow Length=48' Tc=0.8 min CN=96 Runoff=1.02 cfs 0.068 af Runoff Area=20,647 sf 80.17% Impervious Runoff Depth>4.38"Subcatchment 5S: Area 5 Flow Length=158' Tc=1.9 min CN=92 Runoff=2.63 cfs 0.173 af Runoff Area=8,712 sf 65.00% Impervious Runoff Depth>3.96"Subcatchment 6S: Area 6 Flow Length=98' Tc=1.6 min CN=88 Runoff=1.03 cfs 0.066 af Runoff Area=24,830 sf 85.96% Impervious Runoff Depth>4.61"Subcatchment 7S: Area 7 Flow Length=132' Tc=1.8 min CN=94 Runoff=3.24 cfs 0.219 af Runoff Area=8,843 sf 78.82% Impervious Runoff Depth>4.39"Subcatchment 8S: Area 8 Flow Length=75' Tc=1.0 min CN=92 Runoff=1.15 cfs 0.074 af Runoff Area=4,356 sf 89.99% Impervious Runoff Depth>4.72"Subcatchment 9AS: Area 9A Flow Length=73' Slope=0.0200 '/' Tc=0.8 min CN=95 Runoff=0.60 cfs 0.039 af Runoff Area=23,087 sf 86.79% Impervious Runoff Depth>4.61"Subcatchment 9BS: Area 9B Flow Length=250' Tc=2.0 min CN=94 Runoff=3.02 cfs 0.203 af Runoff Area=5,445 sf 100.00% Impervious Runoff Depth>5.06"Subcatchment 10S: Area 10 Tc=5.0 min CN=98 Runoff=0.68 cfs 0.053 af Runoff Area=12,676 sf 96.22% Impervious Runoff Depth>4.94"Subcatchment 11S: Area 11 Tc=5.0 min CN=97 Runoff=1.58 cfs 0.120 af Runoff Area=18,687 sf 83.68% Impervious Runoff Depth>4.49"Subcatchment 12S: Area 12 Flow Length=216' Tc=1.7 min CN=93 Runoff=2.41 cfs 0.161 af Runoff Area=13,242 sf 78.95% Impervious Runoff Depth>4.38"Subcatchment 13S: Area 13 Flow Length=198' Tc=1.4 min CN=92 Runoff=1.70 cfs 0.111 af Runoff Area=17,859 sf 90.25% Impervious Runoff Depth>4.72"Subcatchment 14AS: Area 14A Flow Length=244' Tc=2.2 min CN=95 Runoff=2.36 cfs 0.161 af Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 135HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Runoff Area=20,909 sf 97.91% Impervious Runoff Depth>4.95"Subcatchment 14BS: Area 14B Flow Length=139' Tc=1.5 min CN=97 Runoff=2.82 cfs 0.198 af Runoff Area=8,059 sf 70.27% Impervious Runoff Depth>4.06"Subcatchment 15S: Area 15 Flow Length=41' Tc=2.1 min CN=89 Runoff=0.98 cfs 0.063 af Runoff Area=8,668 sf 81.91% Impervious Runoff Depth>4.49"Subcatchment 16S: Area 16 Flow Length=77' Tc=3.0 min CN=93 Runoff=1.11 cfs 0.075 af Runoff Area=10,324 sf 71.73% Impervious Runoff Depth>4.16"Subcatchment 17S: Area 17 Flow Length=58' Tc=5.2 min CN=90 Runoff=1.16 cfs 0.082 af Runoff Area=14,113 sf 83.33% Impervious Runoff Depth>4.49"Subcatchment 18S: Area 18 Flow Length=329' Tc=4.8 min CN=93 Runoff=1.70 cfs 0.121 af Runoff Area=12,240 sf 59.79% Impervious Runoff Depth>3.75"Subcatchment 19S: Area 19 Flow Length=291' Tc=4.3 min CN=86 Runoff=1.33 cfs 0.088 af Runoff Area=11,500 sf 61.74% Impervious Runoff Depth>3.85"Subcatchment 20S: Area 20 Flow Length=295' Tc=3.5 min CN=87 Runoff=1.32 cfs 0.085 af Runoff Area=10,062 sf 59.74% Impervious Runoff Depth>3.75"Subcatchment 21S: Area 21 Flow Length=304' Tc=3.6 min CN=86 Runoff=1.13 cfs 0.072 af Runoff Area=10,367 sf 58.41% Impervious Runoff Depth>3.75"Subcatchment 22S: Area 22 Flow Length=253' Tc=3.6 min CN=86 Runoff=1.16 cfs 0.074 af Runoff Area=13,852 sf 50.32% Impervious Runoff Depth>3.55"Subcatchment 23S: Area 23 Flow Length=258' Tc=3.7 min CN=84 Runoff=1.48 cfs 0.094 af Inflow=11.25 cfs 0.815 afReach 1R: Design Point 2 - Northern Wetland Area Outflow=11.25 cfs 0.815 af Inflow=36.64 cfs 2.523 afReach 2R: Design Point 1 - Western Wetland Area Outflow=36.64 cfs 2.523 af Avg. Flow Depth=0.04' Max Vel=4.15 fps Inflow=1.06 cfs 0.086 afReach 15R: Area 2B Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=1.06 cfs 0.086 af Avg. Flow Depth=0.04' Max Vel=4.26 fps Inflow=1.15 cfs 0.074 afReach 16R: Area 8 Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=1.15 cfs 0.074 af Avg. Flow Depth=0.03' Max Vel=3.30 fps Inflow=0.60 cfs 0.039 afReach 17R: Area 9A Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=0.60 cfs 0.039 af Avg. Flow Depth=0.07' Max Vel=5.52 fps Inflow=3.65 cfs 0.256 afReach 18R: Area 9B/10 Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=234.60 cfs Outflow=3.66 cfs 0.256 af Avg. Flow Depth=0.10' Max Vel=4.04 fps Inflow=2.36 cfs 0.161 afReach 19R: Area 14A Swale n=0.013 L=12.0' S=0.0300 '/' Capacity=81.51 cfs Outflow=2.37 cfs 0.161 af Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 136HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Avg. Flow Depth=0.08' Max Vel=6.00 fps Inflow=2.82 cfs 0.198 afReach 20R: Area 14B Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=2.82 cfs 0.198 af Peak Elev=189.53' Inflow=0.98 cfs 0.063 afPond CB-A: CBA 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' Outflow=0.98 cfs 0.063 af Peak Elev=189.48' Inflow=2.09 cfs 0.137 afPond CB-B: CBB 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' Outflow=2.09 cfs 0.137 af Peak Elev=136.74' Inflow=2.16 cfs 0.140 afPond CB1: CB1 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' Outflow=2.16 cfs 0.140 af Peak Elev=176.85' Inflow=5.40 cfs 0.355 afPond CB10: CB10 12.0" Round Culvert n=0.012 L=141.0' S=0.0055 '/' Outflow=5.40 cfs 0.355 af Peak Elev=136.75' Inflow=1.48 cfs 0.094 afPond CB2: CB2 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' Outflow=1.48 cfs 0.094 af Peak Elev=171.90' Inflow=1.13 cfs 0.072 afPond CB3: CB3 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' Outflow=1.13 cfs 0.072 af Peak Elev=171.93' Inflow=1.32 cfs 0.085 afPond CB4: CB4 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' Outflow=1.32 cfs 0.085 af Peak Elev=185.94' Inflow=3.88 cfs 0.281 afPond CB5: CB5 12.0" Round Culvert n=0.012 L=42.0' S=0.0136 '/' Outflow=3.88 cfs 0.281 af Peak Elev=188.20' Inflow=3.26 cfs 0.232 afPond CB6: CB6 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' Outflow=3.26 cfs 0.232 af Peak Elev=187.98' Inflow=1.33 cfs 0.088 afPond CB7: CB-7 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' Outflow=1.33 cfs 0.088 af Peak Elev=175.06' Inflow=11.27 cfs 0.747 afPond CB8: CB8 12.0" Round Culvert n=0.012 L=50.0' S=-0.0010 '/' Outflow=11.27 cfs 0.747 af Peak Elev=176.28' Inflow=8.03 cfs 0.529 afPond CB9: CB9 12.0" Round Culvert n=0.012 L=100.0' S=0.0048 '/' Outflow=8.03 cfs 0.529 af Peak Elev=136.42' Inflow=29.72 cfs 2.027 afPond DMH1: DMH1 18.0" Round Culvert n=0.012 L=309.0' S=0.0149 '/' Outflow=29.72 cfs 2.027 af Peak Elev=171.82' Inflow=25.20 cfs 1.724 afPond DMH2: DMH2 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' Outflow=25.20 cfs 1.724 af Peak Elev=185.66' Inflow=11.64 cfs 0.820 afPond DMH3: DMH3 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' Outflow=11.64 cfs 0.820 af Peak Elev=187.92' Inflow=7.77 cfs 0.539 afPond DMH4: DMH4 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' Outflow=7.77 cfs 0.539 af Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 137HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=188.93' Inflow=3.20 cfs 0.219 afPond DMH5: DMH5 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' Outflow=3.20 cfs 0.219 af Peak Elev=189.20' Inflow=3.20 cfs 0.219 afPond STC-450i: STC 450i 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' Outflow=3.20 cfs 0.219 af Total Runoff Area = 10.072 ac Runoff Volume = 3.338 af Average Runoff Depth = 3.98" 33.36% Pervious = 3.360 ac 66.64% Impervious = 6.712 ac Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 138HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Area 1 [49] Hint: Tc<2dt may require smaller dt Runoff = 5.01 cfs @ 12.07 hrs, Volume= 0.320 af, Depth> 2.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YR Rainfall=5.54" Area (sf) CN Description 8,799 98 Unconnected pavement, HSG B 45,823 69 50-75% Grass cover, Fair, HSG B 610 98 Roofs, HSG B 6,885 98 Water Surface, HSG B 62,117 77 Weighted Average, UI Adjusted CN = 75 45,823 73.77% Pervious Area 16,294 26.23% Impervious Area 8,799 54.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 54 0.0010 0.36 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4 29 0.0220 1.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 35 0.0290 1.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3 42 0.0240 2.49 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2 41 0.0490 3.56 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.3 43 0.0230 2.44 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 27 0.0370 3.10 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 12 0.0830 4.64 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 14 0.2860 8.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 13 0.0770 4.47 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 4.3 310 Total Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 139HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 1S: Area 1 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type III 24-hr 25-YR Rainfall=5.54" Runoff Area=62,117 sf Runoff Volume=0.320 af Runoff Depth>2.69" Flow Length=310' Tc=4.3 min UI Adjusted CN=75 5.01 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 140HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 2AS: Area 2A Runoff = 2.57 cfs @ 12.10 hrs, Volume= 0.176 af, Depth> 2.34" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YR Rainfall=5.54" Area (sf) CN Description 4,356 98 Unconnected pavement, HSG B 25,645 69 50-75% Grass cover, Fair, HSG B 6,890 60 Woods, Fair, HSG B 2,357 98 Water Surface, HSG B 39,248 72 Weighted Average, UI Adjusted CN = 71 32,535 82.90% Pervious Area 6,713 17.10% Impervious Area 4,356 64.89% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 21 0.0420 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.4 15 0.0670 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.8 43 0.0930 0.26 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.1 18 0.0550 3.78 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2 32 0.0310 2.83 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 6.6 129 Total Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 141HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 2AS: Area 2A Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 25-YR Rainfall=5.54" Runoff Area=39,248 sf Runoff Volume=0.176 af Runoff Depth>2.34" Flow Length=129' Tc=6.6 min UI Adjusted CN=71 2.57 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 142HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 2BS: Area 2B Runoff = 1.06 cfs @ 12.10 hrs, Volume= 0.086 af, Depth> 4.94" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YR Rainfall=5.54" Area (sf) CN Description 8,712 98 Unconnected pavement, HSG B 436 69 50-75% Grass cover, Fair, HSG B 9,148 97 Weighted Average 436 4.77% Pervious Area 8,712 95.23% Impervious Area 8,712 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 55 0.0150 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.5 63 0.0160 2.04 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 7.5 118 Total Subcatchment 2BS: Area 2B Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25-YR Rainfall=5.54" Runoff Area=9,148 sf Runoff Volume=0.086 af Runoff Depth>4.94" Flow Length=118' Tc=7.5 min CN=97 1.06 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 143HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Area 3 [49] Hint: Tc<2dt may require smaller dt Runoff = 5.40 cfs @ 12.03 hrs, Volume= 0.355 af, Depth> 4.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YR Rainfall=5.54" Area (sf) CN Description 23,087 98 Paved parking, HSG B 8,843 69 50-75% Grass cover, Fair, HSG B 10,454 98 Roofs, HSG B 42,384 92 Weighted Average 8,843 20.86% Pervious Area 33,541 79.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 82 0.0110 1.02 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4 29 0.0040 1.28 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.3 56 0.0210 2.94 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.0 167 Total Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 144HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 3S: Area 3 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Type III 24-hr 25-YR Rainfall=5.54" Runoff Area=42,384 sf Runoff Volume=0.355 af Runoff Depth>4.38" Flow Length=167' Tc=2.0 min CN=92 5.40 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 145HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Area 4 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.02 cfs @ 12.01 hrs, Volume= 0.068 af, Depth> 4.83" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YR Rainfall=5.54" Area (sf) CN Description 6,316 98 Paved parking, HSG B 436 69 50-75% Grass cover, Fair, HSG B 610 98 Roofs, HSG B 7,362 96 Weighted Average 436 5.92% Pervious Area 6,926 94.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 17 0.0320 1.14 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 9 0.0160 0.76 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4 22 0.0130 0.84 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.8 48 Total Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 146HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 4S: Area 4 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25-YR Rainfall=5.54" Runoff Area=7,362 sf Runoff Volume=0.068 af Runoff Depth>4.83" Flow Length=48' Tc=0.8 min CN=96 1.02 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 147HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Area 5 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.63 cfs @ 12.03 hrs, Volume= 0.173 af, Depth> 4.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YR Rainfall=5.54" Area (sf) CN Description 14,505 98 Paved parking, HSG B 4,095 69 50-75% Grass cover, Fair, HSG B 2,047 98 Roofs, HSG B 20,647 92 Weighted Average 4,095 19.83% Pervious Area 16,552 80.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 78 0.0120 1.04 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.7 80 0.0090 1.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 158 Total Subcatchment 5S: Area 5 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 25-YR Rainfall=5.54" Runoff Area=20,647 sf Runoff Volume=0.173 af Runoff Depth>4.38" Flow Length=158' Tc=1.9 min CN=92 2.63 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 148HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Area 6 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.03 cfs @ 12.03 hrs, Volume= 0.066 af, Depth> 3.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YR Rainfall=5.54" Area (sf) CN Description 5,663 98 Paved parking, HSG B 3,049 69 50-75% Grass cover, Fair, HSG B 8,712 88 Weighted Average 3,049 35.00% Pervious Area 5,663 65.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 81 0.0080 0.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1 17 0.0180 2.72 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.6 98 Total Subcatchment 6S: Area 6 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25-YR Rainfall=5.54" Runoff Area=8,712 sf Runoff Volume=0.066 af Runoff Depth>3.96" Flow Length=98' Tc=1.6 min CN=88 1.03 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 149HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Area 7 [49] Hint: Tc<2dt may require smaller dt Runoff = 3.24 cfs @ 12.03 hrs, Volume= 0.219 af, Depth> 4.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YR Rainfall=5.54" Area (sf) CN Description 10,629 98 Paved parking, HSG B 3,485 69 50-75% Grass cover, Fair, HSG B 10,716 98 Roofs, HSG B 24,830 94 Weighted Average 3,485 14.04% Pervious Area 21,345 85.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 50 0.0050 0.67 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6 82 0.0130 2.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.8 132 Total Subcatchment 7S: Area 7 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)3 2 1 0 Type III 24-hr 25-YR Rainfall=5.54" Runoff Area=24,830 sf Runoff Volume=0.219 af Runoff Depth>4.61" Flow Length=132' Tc=1.8 min CN=94 3.24 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 150HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Area 8 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.15 cfs @ 12.01 hrs, Volume= 0.074 af, Depth> 4.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YR Rainfall=5.54" Area (sf) CN Description 5,140 98 Unconnected pavement, HSG B 1,873 69 50-75% Grass cover, Fair, HSG B 1,830 98 Roofs, HSG B 8,843 92 Weighted Average 1,873 21.18% Pervious Area 6,970 78.82% Impervious Area 5,140 73.74% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 63 0.0190 1.20 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1 12 0.0330 3.69 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.0 75 Total Subcatchment 8S: Area 8 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25-YR Rainfall=5.54" Runoff Area=8,843 sf Runoff Volume=0.074 af Runoff Depth>4.39" Flow Length=75' Tc=1.0 min CN=92 1.15 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 151HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 9AS: Area 9A [49] Hint: Tc<2dt may require smaller dt Runoff = 0.60 cfs @ 12.01 hrs, Volume= 0.039 af, Depth> 4.72" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YR Rainfall=5.54" Area (sf) CN Description 2,178 98 Unconnected pavement, HSG B 436 69 50-75% Grass cover, Fair, HSG B 1,742 98 Roofs, HSG B 4,356 95 Weighted Average 436 10.01% Pervious Area 3,920 89.99% Impervious Area 2,178 55.56% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 50 0.0200 1.17 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1 23 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.8 73 Total Subcatchment 9AS: Area 9A Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-YR Rainfall=5.54" Runoff Area=4,356 sf Runoff Volume=0.039 af Runoff Depth>4.72" Flow Length=73' Slope=0.0200 '/' Tc=0.8 min CN=95 0.60 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 152HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 9BS: Area 9B [49] Hint: Tc<2dt may require smaller dt Runoff = 3.02 cfs @ 12.03 hrs, Volume= 0.203 af, Depth> 4.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YR Rainfall=5.54" Area (sf) CN Description 9,322 98 Unconnected pavement, HSG B 3,049 69 50-75% Grass cover, Fair, HSG B 10,716 98 Roofs, HSG B 23,087 94 Weighted Average 3,049 13.21% Pervious Area 20,038 86.79% Impervious Area 9,322 46.52% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 35 0.0290 1.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4 49 0.0610 1.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3 26 0.0380 1.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.7 115 0.0170 2.65 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1 25 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.0 250 Total Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 153HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 9BS: Area 9B Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)3 2 1 0 Type III 24-hr 25-YR Rainfall=5.54" Runoff Area=23,087 sf Runoff Volume=0.203 af Runoff Depth>4.61" Flow Length=250' Tc=2.0 min CN=94 3.02 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 154HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: Area 10 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.68 cfs @ 12.07 hrs, Volume= 0.053 af, Depth> 5.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YR Rainfall=5.54" Area (sf) CN Description 5,445 98 Roofs, HSG B 5,445 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Roof area Subcatchment 10S: Area 10 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 25-YR Rainfall=5.54" Runoff Area=5,445 sf Runoff Volume=0.053 af Runoff Depth>5.06" Tc=5.0 min CN=98 0.68 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 155HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: Area 11 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.58 cfs @ 12.07 hrs, Volume= 0.120 af, Depth> 4.94" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YR Rainfall=5.54" Area (sf) CN Description 12,197 98 Roofs, HSG B 479 69 50-75% Grass cover, Fair, HSG B 12,676 97 Weighted Average 479 3.78% Pervious Area 12,197 96.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Roof/Gravel Courtyard Subcatchment 11S: Area 11 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25-YR Rainfall=5.54" Runoff Area=12,676 sf Runoff Volume=0.120 af Runoff Depth>4.94" Tc=5.0 min CN=97 1.58 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 156HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: Area 12 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.41 cfs @ 12.03 hrs, Volume= 0.161 af, Depth> 4.49" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YR Rainfall=5.54" Area (sf) CN Description 12,066 98 Paved parking, HSG B 3,049 69 50-75% Grass cover, Fair, HSG B 3,572 98 Roofs, HSG B 18,687 93 Weighted Average 3,049 16.32% Pervious Area 15,638 83.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 64 0.0160 1.12 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 14 0.0770 1.55 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1 21 0.0480 4.45 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 49 0.0610 5.01 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1 27 0.0370 3.90 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 41 0.0210 2.94 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.7 216 Total Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 157HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 12S: Area 12 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 25-YR Rainfall=5.54" Runoff Area=18,687 sf Runoff Volume=0.161 af Runoff Depth>4.49" Flow Length=216' Tc=1.7 min CN=93 2.41 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 158HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: Area 13 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.70 cfs @ 12.02 hrs, Volume= 0.111 af, Depth> 4.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YR Rainfall=5.54" Area (sf) CN Description 9,409 98 Paved parking, HSG B 2,788 69 50-75% Grass cover, Fair, HSG B 1,045 98 Roofs, HSG B 13,242 92 Weighted Average 2,788 21.05% Pervious Area 10,454 78.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 35 0.0290 1.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 20 0.0500 1.40 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 15 0.0380 1.19 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4 96 0.0360 3.85 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1 32 0.0310 3.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.4 198 Total Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 159HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 13S: Area 13 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25-YR Rainfall=5.54" Runoff Area=13,242 sf Runoff Volume=0.111 af Runoff Depth>4.38" Flow Length=198' Tc=1.4 min CN=92 1.70 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 160HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 14AS: Area 14A [49] Hint: Tc<2dt may require smaller dt Runoff = 2.36 cfs @ 12.04 hrs, Volume= 0.161 af, Depth> 4.72" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YR Rainfall=5.54" Area (sf) CN Description 12,850 98 Unconnected pavement, HSG B 1,742 69 50-75% Grass cover, Fair, HSG B 3,267 98 Roofs, HSG B 17,859 95 Weighted Average 1,742 9.75% Pervious Area 16,117 90.25% Impervious Area 12,850 79.73% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 31 0.0320 1.28 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3 24 0.0420 1.36 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6 45 0.0220 1.19 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 68 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4 66 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.0 10 0.0870 5.99 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.2 244 Total Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 161HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 14AS: Area 14A Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 25-YR Rainfall=5.54" Runoff Area=17,859 sf Runoff Volume=0.161 af Runoff Depth>4.72" Flow Length=244' Tc=2.2 min CN=95 2.36 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 162HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 14BS: Area 14B [49] Hint: Tc<2dt may require smaller dt Runoff = 2.82 cfs @ 12.02 hrs, Volume= 0.198 af, Depth> 4.95" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YR Rainfall=5.54" Area (sf) CN Description 20,473 98 Unconnected pavement, HSG B 436 69 50-75% Grass cover, Fair, HSG B 20,909 97 Weighted Average 436 2.09% Pervious Area 20,473 97.91% Impervious Area 20,473 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.1 73 0.0140 1.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4 66 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5 139 Total Subcatchment 14BS: Area 14B Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)3 2 1 0 Type III 24-hr 25-YR Rainfall=5.54" Runoff Area=20,909 sf Runoff Volume=0.198 af Runoff Depth>4.95" Flow Length=139' Tc=1.5 min CN=97 2.82 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 163HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: Area 15 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.98 cfs @ 12.04 hrs, Volume= 0.063 af, Depth> 4.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YR Rainfall=5.54" Area (sf) CN Description 5,663 98 Paved parking, HSG B 2,396 69 50-75% Grass cover, Fair, HSG B 8,059 89 Weighted Average 2,396 29.73% Pervious Area 5,663 70.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 14 0.0440 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.6 27 0.0100 0.78 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 2.1 41 Total Subcatchment 15S: Area 15 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25-YR Rainfall=5.54" Runoff Area=8,059 sf Runoff Volume=0.063 af Runoff Depth>4.06" Flow Length=41' Tc=2.1 min CN=89 0.98 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 164HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: Area 16 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.11 cfs @ 12.05 hrs, Volume= 0.075 af, Depth> 4.49" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YR Rainfall=5.54" Area (sf) CN Description 7,100 98 Paved parking, HSG B 1,568 69 50-75% Grass cover, Fair, HSG B 8,668 93 Weighted Average 1,568 18.09% Pervious Area 7,100 81.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 10 0.0220 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.2 54 0.0060 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3 13 0.0160 0.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 3.0 77 Total Subcatchment 16S: Area 16 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25-YR Rainfall=5.54" Runoff Area=8,668 sf Runoff Volume=0.075 af Runoff Depth>4.49" Flow Length=77' Tc=3.0 min CN=93 1.11 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 165HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: Area 17 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.16 cfs @ 12.08 hrs, Volume= 0.082 af, Depth> 4.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YR Rainfall=5.54" Area (sf) CN Description 7,405 98 Paved parking, HSG B 2,919 69 50-75% Grass cover, Fair, HSG B 10,324 90 Weighted Average 2,919 28.27% Pervious Area 7,405 71.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 44 0.0230 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.3 14 0.0180 0.87 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 5.2 58 Total Subcatchment 17S: Area 17 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25-YR Rainfall=5.54" Runoff Area=10,324 sf Runoff Volume=0.082 af Runoff Depth>4.16" Flow Length=58' Tc=5.2 min CN=90 1.16 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 166HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Area 18 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.70 cfs @ 12.07 hrs, Volume= 0.121 af, Depth> 4.49" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YR Rainfall=5.54" Area (sf) CN Description 11,761 98 Paved parking, HSG B 2,352 69 50-75% Grass cover, Fair, HSG B 14,113 93 Weighted Average 2,352 16.67% Pervious Area 11,761 83.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 116 0.0070 0.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 16 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.5 197 0.0133 1.31 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.8 329 Total Subcatchment 18S: Area 18 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25-YR Rainfall=5.54" Runoff Area=14,113 sf Runoff Volume=0.121 af Runoff Depth>4.49" Flow Length=329' Tc=4.8 min CN=93 1.70 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 167HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: Area 19 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.33 cfs @ 12.06 hrs, Volume= 0.088 af, Depth> 3.75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YR Rainfall=5.54" Area (sf) CN Description 7,318 98 Paved parking, HSG B 4,922 69 50-75% Grass cover, Fair, HSG B 12,240 86 Weighted Average 4,922 40.21% Pervious Area 7,318 59.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 119 0.0070 0.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 19 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 153 0.0170 1.37 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.3 291 Total Subcatchment 19S: Area 19 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25-YR Rainfall=5.54" Runoff Area=12,240 sf Runoff Volume=0.088 af Runoff Depth>3.75" Flow Length=291' Tc=4.3 min CN=86 1.33 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 168HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Area 20 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.32 cfs @ 12.05 hrs, Volume= 0.085 af, Depth> 3.85" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YR Rainfall=5.54" Area (sf) CN Description 7,100 98 Paved parking, HSG B 4,400 69 50-75% Grass cover, Fair, HSG B 11,500 87 Weighted Average 4,400 38.26% Pervious Area 7,100 61.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 100 0.0120 1.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 63 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5 132 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.5 295 Total Subcatchment 20S: Area 20 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25-YR Rainfall=5.54" Runoff Area=11,500 sf Runoff Volume=0.085 af Runoff Depth>3.85" Flow Length=295' Tc=3.5 min CN=87 1.32 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 169HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: Area 21 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.13 cfs @ 12.06 hrs, Volume= 0.072 af, Depth> 3.75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YR Rainfall=5.54" Area (sf) CN Description 6,011 98 Paved parking, HSG B 4,051 69 50-75% Grass cover, Fair, HSG B 10,062 86 Weighted Average 4,051 40.26% Pervious Area 6,011 59.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 107 0.0090 0.99 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.4 147 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4 50 0.0130 2.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6 304 Total Subcatchment 21S: Area 21 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25-YR Rainfall=5.54" Runoff Area=10,062 sf Runoff Volume=0.072 af Runoff Depth>3.75" Flow Length=304' Tc=3.6 min CN=86 1.13 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 170HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 22S: Area 22 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.16 cfs @ 12.06 hrs, Volume= 0.074 af, Depth> 3.75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YR Rainfall=5.54" Area (sf) CN Description 6,055 98 Paved parking, HSG B 4,312 69 50-75% Grass cover, Fair, HSG B 10,367 86 Weighted Average 4,312 41.59% Pervious Area 6,055 58.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 100 0.0050 0.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 47 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 106 0.0090 1.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6 253 Total Subcatchment 22S: Area 22 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25-YR Rainfall=5.54" Runoff Area=10,367 sf Runoff Volume=0.074 af Runoff Depth>3.75" Flow Length=253' Tc=3.6 min CN=86 1.16 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 171HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: Area 23 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.48 cfs @ 12.06 hrs, Volume= 0.094 af, Depth> 3.55" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YR Rainfall=5.54" Area (sf) CN Description 6,970 98 Paved parking, HSG B 6,882 69 50-75% Grass cover, Fair, HSG B 13,852 84 Weighted Average 6,882 49.68% Pervious Area 6,970 50.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 100 0.0050 0.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6 53 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 105 0.0090 1.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.7 258 Total Subcatchment 23S: Area 23 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25-YR Rainfall=5.54" Runoff Area=13,852 sf Runoff Volume=0.094 af Runoff Depth>3.55" Flow Length=258' Tc=3.7 min CN=84 1.48 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 172HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 1R: Design Point 2 - Northern Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.058 ac, 91.11% Impervious, Inflow Depth > 4.75" for 25-YR event Inflow = 11.25 cfs @ 12.03 hrs, Volume= 0.815 af Outflow = 11.25 cfs @ 12.03 hrs, Volume= 0.815 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Reach 1R: Design Point 2 - Northern Wetland Area Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.058 ac 11.25 cfs11.25 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 173HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 2R: Design Point 1 - Western Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 8.014 ac, 60.36% Impervious, Inflow Depth > 3.78" for 25-YR event Inflow = 36.64 cfs @ 12.05 hrs, Volume= 2.523 af Outflow = 36.64 cfs @ 12.05 hrs, Volume= 2.523 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Reach 2R: Design Point 1 - Western Wetland Area Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)40 35 30 25 20 15 10 5 0 Inflow Area=8.014 ac 36.64 cfs36.64 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 174HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 15R: Area 2B Swale Inflow Area = 0.210 ac, 95.23% Impervious, Inflow Depth > 4.94" for 25-YR event Inflow = 1.06 cfs @ 12.10 hrs, Volume= 0.086 af Outflow = 1.06 cfs @ 12.10 hrs, Volume= 0.086 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 4.15 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.48 fps, Avg. Travel Time= 0.1 min Peak Storage= 3 cf @ 12.10 hrs Average Depth at Peak Storage= 0.04' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 119.15', Outlet Invert= 118.07' ‡ Reach 15R: Area 2B Swale Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.210 ac Avg. Flow Depth=0.04' Max Vel=4.15 fps n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs 1.06 cfs1.06 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 175HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 16R: Area 8 Swale Inflow Area = 0.203 ac, 78.82% Impervious, Inflow Depth > 4.39" for 25-YR event Inflow = 1.15 cfs @ 12.01 hrs, Volume= 0.074 af Outflow = 1.15 cfs @ 12.01 hrs, Volume= 0.074 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 4.26 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.47 fps, Avg. Travel Time= 0.1 min Peak Storage= 3 cf @ 12.01 hrs Average Depth at Peak Storage= 0.04' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 119.64', Outlet Invert= 118.56' ‡ Reach 16R: Area 8 Swale Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.203 ac Avg. Flow Depth=0.04' Max Vel=4.26 fps n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs 1.15 cfs1.15 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 176HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 17R: Area 9A Swale Inflow Area = 0.100 ac, 89.99% Impervious, Inflow Depth > 4.72" for 25-YR event Inflow = 0.60 cfs @ 12.01 hrs, Volume= 0.039 af Outflow = 0.60 cfs @ 12.01 hrs, Volume= 0.039 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.30 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.41 fps, Avg. Travel Time= 0.1 min Peak Storage= 2 cf @ 12.01 hrs Average Depth at Peak Storage= 0.03' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 120.56', Outlet Invert= 119.48' ‡ Reach 17R: Area 9A Swale Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.100 ac Avg. Flow Depth=0.03' Max Vel=3.30 fps n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs 0.60 cfs0.60 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 177HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 18R: Area 9B/10 Swale [90] Warning: Qout>Qin may require Finer Routing or smaller dt Inflow Area = 0.655 ac, 89.31% Impervious, Inflow Depth > 4.69" for 25-YR event Inflow = 3.65 cfs @ 12.04 hrs, Volume= 0.256 af Outflow = 3.66 cfs @ 12.04 hrs, Volume= 0.256 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 5.52 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.60 fps, Avg. Travel Time= 0.1 min Peak Storage= 8 cf @ 12.04 hrs Average Depth at Peak Storage= 0.07' Bank-Full Depth= 0.80', Capacity at Bank-Full= 234.60 cfs 10.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 11.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 120.62', Outlet Invert= 119.54' ‡ Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 178HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Reach 18R: Area 9B/10 Swale Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=0.655 ac Avg. Flow Depth=0.07' Max Vel=5.52 fps n=0.013 L=12.0' S=0.0900 '/' Capacity=234.60 cfs 3.65 cfs3.66 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 179HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 19R: Area 14A Swale [90] Warning: Qout>Qin may require Finer Routing or smaller dt Inflow Area = 0.410 ac, 90.25% Impervious, Inflow Depth > 4.72" for 25-YR event Inflow = 2.36 cfs @ 12.04 hrs, Volume= 0.161 af Outflow = 2.37 cfs @ 12.04 hrs, Volume= 0.161 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 4.04 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.07 fps, Avg. Travel Time= 0.2 min Peak Storage= 7 cf @ 12.04 hrs Average Depth at Peak Storage= 0.10' Bank-Full Depth= 0.80', Capacity at Bank-Full= 81.51 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0300 '/' Inlet Invert= 116.12', Outlet Invert= 115.76' ‡ Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 180HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Reach 19R: Area 14A Swale Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.410 ac Avg. Flow Depth=0.10' Max Vel=4.04 fps n=0.013 L=12.0' S=0.0300 '/' Capacity=81.51 cfs 2.36 cfs2.37 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 181HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 20R: Area 14B Swale Inflow Area = 0.480 ac, 97.91% Impervious, Inflow Depth > 4.95" for 25-YR event Inflow = 2.82 cfs @ 12.02 hrs, Volume= 0.198 af Outflow = 2.82 cfs @ 12.02 hrs, Volume= 0.198 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 6.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.68 fps, Avg. Travel Time= 0.1 min Peak Storage= 6 cf @ 12.02 hrs Average Depth at Peak Storage= 0.08' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 122.79', Outlet Invert= 121.71' ‡ Reach 20R: Area 14B Swale Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=0.480 ac Avg. Flow Depth=0.08' Max Vel=6.00 fps n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs 2.82 cfs2.82 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 182HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-A: CBA [58] Hint: Peaked 64.79' above defined flood level Inflow Area = 0.185 ac, 70.27% Impervious, Inflow Depth > 4.06" for 25-YR event Inflow = 0.98 cfs @ 12.04 hrs, Volume= 0.063 af Outflow = 0.98 cfs @ 12.04 hrs, Volume= 0.063 af, Atten= 0%, Lag= 0.0 min Primary = 0.98 cfs @ 12.04 hrs, Volume= 0.063 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 189.53' @ 12.34 hrs Flood Elev= 124.74' Device Routing Invert Outlet Devices #1 Primary 121.04'8.0" Round Culvert L= 86.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 121.04' / 120.94' S= 0.0012 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=123.88' TW=126.62' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB-A: CBA Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.185 ac Peak Elev=189.53' 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' 0.98 cfs0.98 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 183HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-B: CBB [58] Hint: Peaked 64.69' above defined flood level [80] Warning: Exceeded Pond CB-A by 24.25' @ 12.25 hrs (6.08 cfs 0.101 af) Inflow Area = 0.384 ac, 76.30% Impervious, Inflow Depth > 4.28" for 25-YR event Inflow = 2.09 cfs @ 12.04 hrs, Volume= 0.137 af Outflow = 2.09 cfs @ 12.04 hrs, Volume= 0.137 af, Atten= 0%, Lag= 0.0 min Primary = 2.09 cfs @ 12.04 hrs, Volume= 0.137 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 189.48' @ 12.29 hrs Flood Elev= 124.79' Device Routing Invert Outlet Devices #1 Primary 120.94'8.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.94' / 120.40' S= 0.0072 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=127.06' TW=129.49' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB-B: CBB Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.384 ac Peak Elev=189.48' 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' 2.09 cfs2.09 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 184HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB1: CB1 [58] Hint: Peaked 18.70' above defined flood level Inflow Area = 0.438 ac, 61.42% Impervious, Inflow Depth > 3.84" for 25-YR event Inflow = 2.16 cfs @ 12.04 hrs, Volume= 0.140 af Outflow = 2.16 cfs @ 12.04 hrs, Volume= 0.140 af, Atten= 0%, Lag= 0.0 min Primary = 2.16 cfs @ 12.04 hrs, Volume= 0.140 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 136.74' @ 12.09 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 113.94'10.0" Round Culvert L= 25.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.94' / 113.41' S= 0.0212 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=129.10' TW=135.37' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB1: CB1 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.438 ac Peak Elev=136.74' 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' 2.16 cfs2.16 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 185HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB10: CB10 [58] Hint: Peaked 57.04' above defined flood level Inflow Area = 0.973 ac, 79.14% Impervious, Inflow Depth > 4.38" for 25-YR event Inflow = 5.40 cfs @ 12.03 hrs, Volume= 0.355 af Outflow = 5.40 cfs @ 12.03 hrs, Volume= 0.355 af, Atten= 0%, Lag= 0.0 min Primary = 5.40 cfs @ 12.03 hrs, Volume= 0.355 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 176.85' @ 12.20 hrs Flood Elev= 119.81' Device Routing Invert Outlet Devices #1 Primary 117.34'12.0" Round Culvert L= 141.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 117.34' / 116.56' S= 0.0055 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.03 hrs HW=131.45' TW=137.73' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB10: CB10 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=0.973 ac Peak Elev=176.85' 12.0" Round Culvert n=0.012 L=141.0' S=0.0055 '/' 5.40 cfs5.40 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 186HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB2: CB2 [58] Hint: Peaked 18.71' above defined flood level Inflow Area = 0.318 ac, 50.32% Impervious, Inflow Depth > 3.55" for 25-YR event Inflow = 1.48 cfs @ 12.06 hrs, Volume= 0.094 af Outflow = 1.48 cfs @ 12.06 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min Primary = 1.48 cfs @ 12.06 hrs, Volume= 0.094 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 136.75' @ 12.09 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 114.29'10.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 114.29' / 113.34' S= 0.0127 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.06 hrs HW=131.53' TW=134.74' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB2: CB2 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.318 ac Peak Elev=136.75' 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' 1.48 cfs1.48 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 187HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB3: CB3 [58] Hint: Peaked 52.57' above defined flood level Inflow Area = 0.231 ac, 59.74% Impervious, Inflow Depth > 3.75" for 25-YR event Inflow = 1.13 cfs @ 12.06 hrs, Volume= 0.072 af Outflow = 1.13 cfs @ 12.06 hrs, Volume= 0.072 af, Atten= 0%, Lag= 0.0 min Primary = 1.13 cfs @ 12.06 hrs, Volume= 0.072 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 171.90' @ 12.11 hrs Flood Elev= 119.33' Device Routing Invert Outlet Devices #1 Primary 115.74'10.0" Round Culvert L= 13.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.74' / 115.35' S= 0.0300 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.06 hrs HW=152.55' TW=170.31' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB3: CB3 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.231 ac Peak Elev=171.90' 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' 1.13 cfs1.13 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 188HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB4: CB4 [58] Hint: Peaked 52.58' above defined flood level Inflow Area = 0.264 ac, 61.74% Impervious, Inflow Depth > 3.85" for 25-YR event Inflow = 1.32 cfs @ 12.05 hrs, Volume= 0.085 af Outflow = 1.32 cfs @ 12.05 hrs, Volume= 0.085 af, Atten= 0%, Lag= 0.0 min Primary = 1.32 cfs @ 12.05 hrs, Volume= 0.085 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 171.93' @ 12.11 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 116.90'10.0" Round Culvert L= 22.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.90' / 115.18' S= 0.0782 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=152.03' TW=170.62' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB4: CB4 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.264 ac Peak Elev=171.93' 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' 1.32 cfs1.32 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 189HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB5: CB5 [58] Hint: Peaked 65.81' above defined flood level Inflow Area = 0.720 ac, 88.75% Impervious, Inflow Depth > 4.68" for 25-YR event Inflow = 3.88 cfs @ 12.04 hrs, Volume= 0.281 af Outflow = 3.88 cfs @ 12.04 hrs, Volume= 0.281 af, Atten= 0%, Lag= 0.0 min Primary = 3.88 cfs @ 12.04 hrs, Volume= 0.281 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 185.94' @ 12.15 hrs Flood Elev= 120.13' Device Routing Invert Outlet Devices #1 Primary 117.13'12.0" Round Culvert L= 42.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 117.13' / 116.56' S= 0.0136 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=142.14' TW=167.58' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB5: CB5 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=0.720 ac Peak Elev=185.94' 12.0" Round Culvert n=0.012 L=42.0' S=0.0136 '/' 3.88 cfs3.88 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 190HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB6: CB6 [58] Hint: Peaked 66.25' above defined flood level Inflow Area = 0.628 ac, 81.21% Impervious, Inflow Depth > 4.44" for 25-YR event Inflow = 3.26 cfs @ 12.04 hrs, Volume= 0.232 af Outflow = 3.26 cfs @ 12.04 hrs, Volume= 0.232 af, Atten= 0%, Lag= 0.0 min Primary = 3.26 cfs @ 12.04 hrs, Volume= 0.232 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 188.20' @ 12.19 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 32.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.75' S= 0.0759 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=133.06' TW=147.67' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB6: CB6 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=0.628 ac Peak Elev=188.20' 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' 3.26 cfs3.26 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 191HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB7: CB-7 [58] Hint: Peaked 66.03' above defined flood level Inflow Area = 0.281 ac, 59.79% Impervious, Inflow Depth > 3.75" for 25-YR event Inflow = 1.33 cfs @ 12.06 hrs, Volume= 0.088 af Outflow = 1.33 cfs @ 12.06 hrs, Volume= 0.088 af, Atten= 0%, Lag= 0.0 min Primary = 1.33 cfs @ 12.06 hrs, Volume= 0.088 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 187.98' @ 12.19 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 40.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.77' S= 0.0603 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.06 hrs HW=137.28' TW=156.45' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB7: CB-7 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.281 ac Peak Elev=187.98' 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' 1.33 cfs1.33 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 192HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB8: CB8 [58] Hint: Peaked 55.15' above defined flood level [80] Warning: Exceeded Pond CB9 by 16.62' @ 12.05 hrs (13.05 cfs 0.178 af) Inflow Area = 2.017 ac, 81.31% Impervious, Inflow Depth > 4.45" for 25-YR event Inflow = 11.27 cfs @ 12.03 hrs, Volume= 0.747 af Outflow = 11.27 cfs @ 12.03 hrs, Volume= 0.747 af, Atten= 0%, Lag= 0.0 min Primary = 11.27 cfs @ 12.03 hrs, Volume= 0.747 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 175.06' @ 12.10 hrs Flood Elev= 119.91' Device Routing Invert Outlet Devices #1 Primary 115.81'12.0" Round Culvert L= 50.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.76' / 115.81' S= -0.0010 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.03 hrs HW=149.87' TW=163.85' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB8: CB8 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.017 ac Peak Elev=175.06' 12.0" Round Culvert n=0.012 L=50.0' S=-0.0010 '/' 11.27 cfs11.27 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 193HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB9: CB9 [58] Hint: Peaked 56.29' above defined flood level [80] Warning: Exceeded Pond CB10 by 17.77' @ 12.10 hrs (11.92 cfs 0.185 af) Inflow Area = 1.447 ac, 79.47% Impervious, Inflow Depth > 4.38" for 25-YR event Inflow = 8.03 cfs @ 12.03 hrs, Volume= 0.529 af Outflow = 8.03 cfs @ 12.03 hrs, Volume= 0.529 af, Atten= 0%, Lag= 0.0 min Primary = 8.03 cfs @ 12.03 hrs, Volume= 0.529 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 176.28' @ 12.15 hrs Flood Elev= 119.99' Device Routing Invert Outlet Devices #1 Primary 116.44'12.0" Round Culvert L= 100.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.44' / 115.96' S= 0.0048 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.03 hrs HW=137.59' TW=150.34' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB9: CB9 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=1.447 ac Peak Elev=176.28' 12.0" Round Culvert n=0.012 L=100.0' S=0.0048 '/' 8.03 cfs8.03 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 194HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH1: DMH1 [58] Hint: Peaked 17.98' above defined flood level [80] Warning: Exceeded Pond CB1 by 11.48' @ 12.00 hrs (10.35 cfs 0.109 af) [80] Warning: Exceeded Pond CB2 by 11.62' @ 12.00 hrs (7.70 cfs 0.076 af) Inflow Area = 5.687 ac, 75.77% Impervious, Inflow Depth > 4.28" for 25-YR event Inflow = 29.72 cfs @ 12.04 hrs, Volume= 2.027 af Outflow = 29.72 cfs @ 12.04 hrs, Volume= 2.027 af, Atten= 0%, Lag= 0.0 min Primary = 29.72 cfs @ 12.04 hrs, Volume= 2.027 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 136.42' @ 12.04 hrs Flood Elev= 118.44' Device Routing Invert Outlet Devices #1 Primary 113.19'18.0" Round Culvert L= 309.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.19' / 108.58' S= 0.0149 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=28.99 cfs @ 12.04 hrs HW=135.22' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 28.99 cfs @ 16.41 fps) Pond DMH1: DMH1 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)30 25 20 15 10 5 0 Inflow Area=5.687 ac Peak Elev=136.42' 18.0" Round Culvert n=0.012 L=309.0' S=0.0149 '/' 29.72 cfs29.72 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 195HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH2: DMH2 [58] Hint: Peaked 52.47' above defined flood level [80] Warning: Exceeded Pond CB3 by 21.78' @ 12.00 hrs (15.32 cfs 0.234 af) [80] Warning: Exceeded Pond CB4 by 21.75' @ 12.00 hrs (14.62 cfs 0.208 af) [80] Warning: Exceeded Pond CB8 by 14.91' @ 12.00 hrs (15.28 cfs 0.192 af) [80] Warning: Exceeded Pond DMH3 by 6.96' @ 12.00 hrs (6.68 cfs 0.031 af) Inflow Area = 4.762 ac, 78.14% Impervious, Inflow Depth > 4.35" for 25-YR event Inflow = 25.20 cfs @ 12.04 hrs, Volume= 1.724 af Outflow = 25.20 cfs @ 12.04 hrs, Volume= 1.724 af, Atten= 0%, Lag= 0.0 min Primary = 25.20 cfs @ 12.04 hrs, Volume= 1.724 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 171.82' @ 12.06 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 115.10'15.0" Round Culvert L= 259.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.10' / 113.35' S= 0.0068 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=22.35 cfs @ 12.04 hrs HW=167.90' TW=135.23' (Dynamic Tailwater) 1=Culvert (Outlet Controls 22.35 cfs @ 18.21 fps) Pond DMH2: DMH2 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)25 20 15 10 5 0 Inflow Area=4.762 ac Peak Elev=171.82' 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' 25.20 cfs25.20 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 196HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH3: DMH3 [58] Hint: Peaked 65.00' above defined flood level [80] Warning: Exceeded Pond CB5 by 27.22' @ 12.05 hrs (21.57 cfs 0.331 af) [80] Warning: Exceeded Pond DMH4 by 21.96' @ 12.05 hrs (14.70 cfs 0.214 af) Inflow Area = 2.250 ac, 79.11% Impervious, Inflow Depth > 4.37" for 25-YR event Inflow = 11.64 cfs @ 12.05 hrs, Volume= 0.820 af Outflow = 11.64 cfs @ 12.05 hrs, Volume= 0.820 af, Atten= 0%, Lag= 0.0 min Primary = 11.64 cfs @ 12.05 hrs, Volume= 0.820 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 185.66' @ 12.10 hrs Flood Elev= 120.66' Device Routing Invert Outlet Devices #1 Primary 116.28'12.0" Round Culvert L= 187.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.28' / 115.20' S= 0.0058 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=170.52' TW=170.78' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond DMH3: DMH3 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.250 ac Peak Elev=185.66' 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' 11.64 cfs11.64 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 197HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH4: DMH4 [58] Hint: Peaked 66.10' above defined flood level [80] Warning: Exceeded Pond CB6 by 25.40' @ 12.10 hrs (14.57 cfs 0.224 af) [80] Warning: Exceeded Pond CB7 by 26.02' @ 12.10 hrs (13.94 cfs 0.220 af) [80] Warning: Exceeded Pond DMH5 by 23.12' @ 12.10 hrs (7.25 cfs 0.105 af) Inflow Area = 1.530 ac, 74.57% Impervious, Inflow Depth > 4.23" for 25-YR event Inflow = 7.77 cfs @ 12.05 hrs, Volume= 0.539 af Outflow = 7.77 cfs @ 12.05 hrs, Volume= 0.539 af, Atten= 0%, Lag= 0.0 min Primary = 7.77 cfs @ 12.05 hrs, Volume= 0.539 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 187.92' @ 12.14 hrs Flood Elev= 121.82' Device Routing Invert Outlet Devices #1 Primary 116.70'12.0" Round Culvert L= 106.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.70' / 116.38' S= 0.0030 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=149.95' TW=171.69' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond DMH4: DMH4 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=1.530 ac Peak Elev=187.92' 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' 7.77 cfs7.77 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 198HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH5: DMH5 [58] Hint: Peaked 64.41' above defined flood level [80] Warning: Exceeded Pond STC-450i by 24.07' @ 12.15 hrs (12.18 cfs 0.193 af) Inflow Area = 0.621 ac, 74.56% Impervious, Inflow Depth > 4.24" for 25-YR event Inflow = 3.20 cfs @ 12.05 hrs, Volume= 0.219 af Outflow = 3.20 cfs @ 12.05 hrs, Volume= 0.219 af, Atten= 0%, Lag= 0.0 min Primary = 3.20 cfs @ 12.05 hrs, Volume= 0.219 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 188.93' @ 12.19 hrs Flood Elev= 124.52' Device Routing Invert Outlet Devices #1 Primary 119.37'10.0" Round Culvert L= 212.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.37' / 116.78' S= 0.0122 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=137.53' TW=150.25' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond DMH5: DMH5 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=0.621 ac Peak Elev=188.93' 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' 3.20 cfs3.20 cfs Pre-Development Conditions Type III 24-hr 25-YR Rainfall=5.54"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 199HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond STC-450i: STC 450i [58] Hint: Peaked 64.45' above defined flood level [80] Warning: Exceeded Pond CB-B by 23.99' @ 12.20 hrs (6.37 cfs 0.096 af) Inflow Area = 0.621 ac, 74.56% Impervious, Inflow Depth > 4.24" for 25-YR event Inflow = 3.20 cfs @ 12.05 hrs, Volume= 0.219 af Outflow = 3.20 cfs @ 12.05 hrs, Volume= 0.219 af, Atten= 0%, Lag= 0.0 min Primary = 3.20 cfs @ 12.05 hrs, Volume= 0.219 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 189.20' @ 12.24 hrs Flood Elev= 124.75' Device Routing Invert Outlet Devices #1 Primary 120.05'10.0" Round Culvert L= 56.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.05' / 119.44' S= 0.0109 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=130.55' TW=137.53' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond STC-450i: STC 450i Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=0.621 ac Peak Elev=189.20' 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' 3.20 cfs3.20 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 200HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=62,117 sf 26.23% Impervious Runoff Depth>4.46"Subcatchment 1S: Area 1 Flow Length=310' Tc=4.3 min UI Adjusted CN=75 Runoff=8.21 cfs 0.529 af Runoff Area=39,248 sf 17.10% Impervious Runoff Depth>4.01"Subcatchment 2AS: Area 2A Flow Length=129' Tc=6.6 min UI Adjusted CN=71 Runoff=4.39 cfs 0.301 af Runoff Area=9,148 sf 95.23% Impervious Runoff Depth>6.98"Subcatchment 2BS: Area 2B Flow Length=118' Tc=7.5 min CN=97 Runoff=1.48 cfs 0.122 af Runoff Area=42,384 sf 79.14% Impervious Runoff Depth>6.40"Subcatchment 3S: Area 3 Flow Length=167' Tc=2.0 min CN=92 Runoff=7.69 cfs 0.519 af Runoff Area=7,362 sf 94.08% Impervious Runoff Depth>6.87"Subcatchment 4S: Area 4 Flow Length=48' Tc=0.8 min CN=96 Runoff=1.42 cfs 0.097 af Runoff Area=20,647 sf 80.17% Impervious Runoff Depth>6.40"Subcatchment 5S: Area 5 Flow Length=158' Tc=1.9 min CN=92 Runoff=3.74 cfs 0.253 af Runoff Area=8,712 sf 65.00% Impervious Runoff Depth>5.93"Subcatchment 6S: Area 6 Flow Length=98' Tc=1.6 min CN=88 Runoff=1.51 cfs 0.099 af Runoff Area=24,830 sf 85.96% Impervious Runoff Depth>6.64"Subcatchment 7S: Area 7 Flow Length=132' Tc=1.8 min CN=94 Runoff=4.57 cfs 0.315 af Runoff Area=8,843 sf 78.82% Impervious Runoff Depth>6.40"Subcatchment 8S: Area 8 Flow Length=75' Tc=1.0 min CN=92 Runoff=1.65 cfs 0.108 af Runoff Area=4,356 sf 89.99% Impervious Runoff Depth>6.76"Subcatchment 9AS: Area 9A Flow Length=73' Slope=0.0200 '/' Tc=0.8 min CN=95 Runoff=0.84 cfs 0.056 af Runoff Area=23,087 sf 86.79% Impervious Runoff Depth>6.64"Subcatchment 9BS: Area 9B Flow Length=250' Tc=2.0 min CN=94 Runoff=4.26 cfs 0.293 af Runoff Area=5,445 sf 100.00% Impervious Runoff Depth>7.11"Subcatchment 10S: Area 10 Tc=5.0 min CN=98 Runoff=0.95 cfs 0.074 af Runoff Area=12,676 sf 96.22% Impervious Runoff Depth>6.99"Subcatchment 11S: Area 11 Tc=5.0 min CN=97 Runoff=2.20 cfs 0.169 af Runoff Area=18,687 sf 83.68% Impervious Runoff Depth>6.52"Subcatchment 12S: Area 12 Flow Length=216' Tc=1.7 min CN=93 Runoff=3.41 cfs 0.233 af Runoff Area=13,242 sf 78.95% Impervious Runoff Depth>6.40"Subcatchment 13S: Area 13 Flow Length=198' Tc=1.4 min CN=92 Runoff=2.42 cfs 0.162 af Runoff Area=17,859 sf 90.25% Impervious Runoff Depth>6.75"Subcatchment 14AS: Area 14A Flow Length=244' Tc=2.2 min CN=95 Runoff=3.32 cfs 0.231 af Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 201HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Runoff Area=20,909 sf 97.91% Impervious Runoff Depth>6.99"Subcatchment 14BS: Area 14B Flow Length=139' Tc=1.5 min CN=97 Runoff=3.93 cfs 0.280 af Runoff Area=8,059 sf 70.27% Impervious Runoff Depth>6.05"Subcatchment 15S: Area 15 Flow Length=41' Tc=2.1 min CN=89 Runoff=1.42 cfs 0.093 af Runoff Area=8,668 sf 81.91% Impervious Runoff Depth>6.52"Subcatchment 16S: Area 16 Flow Length=77' Tc=3.0 min CN=93 Runoff=1.58 cfs 0.108 af Runoff Area=10,324 sf 71.73% Impervious Runoff Depth>6.16"Subcatchment 17S: Area 17 Flow Length=58' Tc=5.2 min CN=90 Runoff=1.69 cfs 0.122 af Runoff Area=14,113 sf 83.33% Impervious Runoff Depth>6.51"Subcatchment 18S: Area 18 Flow Length=329' Tc=4.8 min CN=93 Runoff=2.41 cfs 0.176 af Runoff Area=12,240 sf 59.79% Impervious Runoff Depth>5.70"Subcatchment 19S: Area 19 Flow Length=291' Tc=4.3 min CN=86 Runoff=1.98 cfs 0.133 af Runoff Area=11,500 sf 61.74% Impervious Runoff Depth>5.82"Subcatchment 20S: Area 20 Flow Length=295' Tc=3.5 min CN=87 Runoff=1.94 cfs 0.128 af Runoff Area=10,062 sf 59.74% Impervious Runoff Depth>5.70"Subcatchment 21S: Area 21 Flow Length=304' Tc=3.6 min CN=86 Runoff=1.67 cfs 0.110 af Runoff Area=10,367 sf 58.41% Impervious Runoff Depth>5.70"Subcatchment 22S: Area 22 Flow Length=253' Tc=3.6 min CN=86 Runoff=1.72 cfs 0.113 af Runoff Area=13,852 sf 50.32% Impervious Runoff Depth>5.47"Subcatchment 23S: Area 23 Flow Length=258' Tc=3.7 min CN=84 Runoff=2.23 cfs 0.145 af Inflow=15.78 cfs 1.164 afReach 1R: Design Point 2 - Northern Wetland Area Outflow=15.78 cfs 1.164 af Inflow=54.29 cfs 3.806 afReach 2R: Design Point 1 - Western Wetland Area Outflow=54.29 cfs 3.806 af Avg. Flow Depth=0.05' Max Vel=4.73 fps Inflow=1.48 cfs 0.122 afReach 15R: Area 2B Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=1.48 cfs 0.122 af Avg. Flow Depth=0.06' Max Vel=4.90 fps Inflow=1.65 cfs 0.108 afReach 16R: Area 8 Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=1.65 cfs 0.108 af Avg. Flow Depth=0.04' Max Vel=3.77 fps Inflow=0.84 cfs 0.056 afReach 17R: Area 9A Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=0.84 cfs 0.056 af Avg. Flow Depth=0.08' Max Vel=6.31 fps Inflow=5.14 cfs 0.367 afReach 18R: Area 9B/10 Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=234.60 cfs Outflow=5.14 cfs 0.367 af Avg. Flow Depth=0.12' Max Vel=4.61 fps Inflow=3.32 cfs 0.231 afReach 19R: Area 14A Swale n=0.013 L=12.0' S=0.0300 '/' Capacity=81.51 cfs Outflow=3.32 cfs 0.231 af Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 202HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Avg. Flow Depth=0.09' Max Vel=6.83 fps Inflow=3.93 cfs 0.280 afReach 20R: Area 14B Swale n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs Outflow=3.93 cfs 0.280 af Peak Elev=272.79' Inflow=1.42 cfs 0.093 afPond CB-A: CBA 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' Outflow=1.42 cfs 0.093 af Peak Elev=272.69' Inflow=2.99 cfs 0.201 afPond CB-B: CBB 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' Outflow=2.99 cfs 0.201 af Peak Elev=165.06' Inflow=3.19 cfs 0.212 afPond CB1: CB1 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' Outflow=3.19 cfs 0.212 af Peak Elev=246.84' Inflow=7.69 cfs 0.519 afPond CB10: CB10 12.0" Round Culvert n=0.012 L=141.0' S=0.0055 '/' Outflow=7.69 cfs 0.519 af Peak Elev=165.13' Inflow=2.23 cfs 0.145 afPond CB2: CB2 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' Outflow=2.23 cfs 0.145 af Peak Elev=236.91' Inflow=1.67 cfs 0.110 afPond CB3: CB3 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' Outflow=1.67 cfs 0.110 af Peak Elev=236.99' Inflow=1.94 cfs 0.128 afPond CB4: CB4 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' Outflow=1.94 cfs 0.128 af Peak Elev=265.44' Inflow=5.45 cfs 0.402 afPond CB5: CB5 12.0" Round Culvert n=0.012 L=42.0' S=0.0136 '/' Outflow=5.45 cfs 0.402 af Peak Elev=270.09' Inflow=4.63 cfs 0.338 afPond CB6: CB6 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' Outflow=4.63 cfs 0.338 af Peak Elev=269.65' Inflow=1.98 cfs 0.133 afPond CB7: CB-7 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' Outflow=1.98 cfs 0.133 af Peak Elev=243.25' Inflow=16.00 cfs 1.087 afPond CB8: CB8 12.0" Round Culvert n=0.012 L=50.0' S=-0.0010 '/' Outflow=16.00 cfs 1.087 af Peak Elev=245.71' Inflow=11.44 cfs 0.772 afPond CB9: CB9 12.0" Round Culvert n=0.012 L=100.0' S=0.0048 '/' Outflow=11.44 cfs 0.772 af Peak Elev=164.38' Inflow=42.67 cfs 2.975 afPond DMH1: DMH1 18.0" Round Culvert n=0.012 L=309.0' S=0.0149 '/' Outflow=42.67 cfs 2.975 af Peak Elev=236.75' Inflow=36.03 cfs 2.521 afPond DMH2: DMH2 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' Outflow=36.03 cfs 2.521 af Peak Elev=264.88' Inflow=16.62 cfs 1.197 afPond DMH3: DMH3 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' Outflow=16.62 cfs 1.197 af Peak Elev=269.52' Inflow=11.18 cfs 0.794 afPond DMH4: DMH4 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' Outflow=11.18 cfs 0.794 af Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 203HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=271.57' Inflow=4.60 cfs 0.323 afPond DMH5: DMH5 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' Outflow=4.60 cfs 0.323 af Peak Elev=272.13' Inflow=4.60 cfs 0.323 afPond STC-450i: STC 450i 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' Outflow=4.60 cfs 0.323 af Total Runoff Area = 10.072 ac Runoff Volume = 4.970 af Average Runoff Depth = 5.92" 33.36% Pervious = 3.360 ac 66.64% Impervious = 6.712 ac Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 204HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Area 1 [49] Hint: Tc<2dt may require smaller dt Runoff = 8.21 cfs @ 12.06 hrs, Volume= 0.529 af, Depth> 4.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YR Rainfall=7.68" Area (sf) CN Description 8,799 98 Unconnected pavement, HSG B 45,823 69 50-75% Grass cover, Fair, HSG B 610 98 Roofs, HSG B 6,885 98 Water Surface, HSG B 62,117 77 Weighted Average, UI Adjusted CN = 75 45,823 73.77% Pervious Area 16,294 26.23% Impervious Area 8,799 54.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 54 0.0010 0.36 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4 29 0.0220 1.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 35 0.0290 1.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3 42 0.0240 2.49 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2 41 0.0490 3.56 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.3 43 0.0230 2.44 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 27 0.0370 3.10 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 12 0.0830 4.64 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 14 0.2860 8.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 13 0.0770 4.47 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 4.3 310 Total Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 205HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 1S: Area 1 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100-YR Rainfall=7.68" Runoff Area=62,117 sf Runoff Volume=0.529 af Runoff Depth>4.46" Flow Length=310' Tc=4.3 min UI Adjusted CN=75 8.21 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 206HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 2AS: Area 2A Runoff = 4.39 cfs @ 12.10 hrs, Volume= 0.301 af, Depth> 4.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YR Rainfall=7.68" Area (sf) CN Description 4,356 98 Unconnected pavement, HSG B 25,645 69 50-75% Grass cover, Fair, HSG B 6,890 60 Woods, Fair, HSG B 2,357 98 Water Surface, HSG B 39,248 72 Weighted Average, UI Adjusted CN = 71 32,535 82.90% Pervious Area 6,713 17.10% Impervious Area 4,356 64.89% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 21 0.0420 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.4 15 0.0670 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.8 43 0.0930 0.26 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.1 18 0.0550 3.78 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2 32 0.0310 2.83 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 6.6 129 Total Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 207HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 2AS: Area 2A Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 100-YR Rainfall=7.68" Runoff Area=39,248 sf Runoff Volume=0.301 af Runoff Depth>4.01" Flow Length=129' Tc=6.6 min UI Adjusted CN=71 4.39 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 208HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 2BS: Area 2B Runoff = 1.48 cfs @ 12.10 hrs, Volume= 0.122 af, Depth> 6.98" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YR Rainfall=7.68" Area (sf) CN Description 8,712 98 Unconnected pavement, HSG B 436 69 50-75% Grass cover, Fair, HSG B 9,148 97 Weighted Average 436 4.77% Pervious Area 8,712 95.23% Impervious Area 8,712 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 55 0.0150 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.5 63 0.0160 2.04 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 7.5 118 Total Subcatchment 2BS: Area 2B Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 100-YR Rainfall=7.68" Runoff Area=9,148 sf Runoff Volume=0.122 af Runoff Depth>6.98" Flow Length=118' Tc=7.5 min CN=97 1.48 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 209HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Area 3 [49] Hint: Tc<2dt may require smaller dt Runoff = 7.69 cfs @ 12.03 hrs, Volume= 0.519 af, Depth> 6.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YR Rainfall=7.68" Area (sf) CN Description 23,087 98 Paved parking, HSG B 8,843 69 50-75% Grass cover, Fair, HSG B 10,454 98 Roofs, HSG B 42,384 92 Weighted Average 8,843 20.86% Pervious Area 33,541 79.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 82 0.0110 1.02 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4 29 0.0040 1.28 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.3 56 0.0210 2.94 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.0 167 Total Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 210HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 3S: Area 3 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)8 7 6 5 4 3 2 1 0 Type III 24-hr 100-YR Rainfall=7.68" Runoff Area=42,384 sf Runoff Volume=0.519 af Runoff Depth>6.40" Flow Length=167' Tc=2.0 min CN=92 7.69 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 211HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Area 4 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.42 cfs @ 12.01 hrs, Volume= 0.097 af, Depth> 6.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YR Rainfall=7.68" Area (sf) CN Description 6,316 98 Paved parking, HSG B 436 69 50-75% Grass cover, Fair, HSG B 610 98 Roofs, HSG B 7,362 96 Weighted Average 436 5.92% Pervious Area 6,926 94.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 17 0.0320 1.14 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 9 0.0160 0.76 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4 22 0.0130 0.84 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.8 48 Total Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 212HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 4S: Area 4 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 100-YR Rainfall=7.68" Runoff Area=7,362 sf Runoff Volume=0.097 af Runoff Depth>6.87" Flow Length=48' Tc=0.8 min CN=96 1.42 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 213HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Area 5 [49] Hint: Tc<2dt may require smaller dt Runoff = 3.74 cfs @ 12.03 hrs, Volume= 0.253 af, Depth> 6.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YR Rainfall=7.68" Area (sf) CN Description 14,505 98 Paved parking, HSG B 4,095 69 50-75% Grass cover, Fair, HSG B 2,047 98 Roofs, HSG B 20,647 92 Weighted Average 4,095 19.83% Pervious Area 16,552 80.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 78 0.0120 1.04 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.7 80 0.0090 1.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 158 Total Subcatchment 5S: Area 5 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 100-YR Rainfall=7.68" Runoff Area=20,647 sf Runoff Volume=0.253 af Runoff Depth>6.40" Flow Length=158' Tc=1.9 min CN=92 3.74 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 214HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Area 6 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.51 cfs @ 12.03 hrs, Volume= 0.099 af, Depth> 5.93" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YR Rainfall=7.68" Area (sf) CN Description 5,663 98 Paved parking, HSG B 3,049 69 50-75% Grass cover, Fair, HSG B 8,712 88 Weighted Average 3,049 35.00% Pervious Area 5,663 65.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 81 0.0080 0.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1 17 0.0180 2.72 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.6 98 Total Subcatchment 6S: Area 6 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 100-YR Rainfall=7.68" Runoff Area=8,712 sf Runoff Volume=0.099 af Runoff Depth>5.93" Flow Length=98' Tc=1.6 min CN=88 1.51 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 215HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Area 7 [49] Hint: Tc<2dt may require smaller dt Runoff = 4.57 cfs @ 12.03 hrs, Volume= 0.315 af, Depth> 6.64" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YR Rainfall=7.68" Area (sf) CN Description 10,629 98 Paved parking, HSG B 3,485 69 50-75% Grass cover, Fair, HSG B 10,716 98 Roofs, HSG B 24,830 94 Weighted Average 3,485 14.04% Pervious Area 21,345 85.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 50 0.0050 0.67 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6 82 0.0130 2.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.8 132 Total Subcatchment 7S: Area 7 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type III 24-hr 100-YR Rainfall=7.68" Runoff Area=24,830 sf Runoff Volume=0.315 af Runoff Depth>6.64" Flow Length=132' Tc=1.8 min CN=94 4.57 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 216HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Area 8 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.65 cfs @ 12.01 hrs, Volume= 0.108 af, Depth> 6.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YR Rainfall=7.68" Area (sf) CN Description 5,140 98 Unconnected pavement, HSG B 1,873 69 50-75% Grass cover, Fair, HSG B 1,830 98 Roofs, HSG B 8,843 92 Weighted Average 1,873 21.18% Pervious Area 6,970 78.82% Impervious Area 5,140 73.74% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 63 0.0190 1.20 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1 12 0.0330 3.69 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.0 75 Total Subcatchment 8S: Area 8 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 100-YR Rainfall=7.68" Runoff Area=8,843 sf Runoff Volume=0.108 af Runoff Depth>6.40" Flow Length=75' Tc=1.0 min CN=92 1.65 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 217HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 9AS: Area 9A [49] Hint: Tc<2dt may require smaller dt Runoff = 0.84 cfs @ 12.01 hrs, Volume= 0.056 af, Depth> 6.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YR Rainfall=7.68" Area (sf) CN Description 2,178 98 Unconnected pavement, HSG B 436 69 50-75% Grass cover, Fair, HSG B 1,742 98 Roofs, HSG B 4,356 95 Weighted Average 436 10.01% Pervious Area 3,920 89.99% Impervious Area 2,178 55.56% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 50 0.0200 1.17 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1 23 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.8 73 Total Subcatchment 9AS: Area 9A Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 100-YR Rainfall=7.68" Runoff Area=4,356 sf Runoff Volume=0.056 af Runoff Depth>6.76" Flow Length=73' Slope=0.0200 '/' Tc=0.8 min CN=95 0.84 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 218HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 9BS: Area 9B [49] Hint: Tc<2dt may require smaller dt Runoff = 4.26 cfs @ 12.03 hrs, Volume= 0.293 af, Depth> 6.64" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YR Rainfall=7.68" Area (sf) CN Description 9,322 98 Unconnected pavement, HSG B 3,049 69 50-75% Grass cover, Fair, HSG B 10,716 98 Roofs, HSG B 23,087 94 Weighted Average 3,049 13.21% Pervious Area 20,038 86.79% Impervious Area 9,322 46.52% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 35 0.0290 1.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4 49 0.0610 1.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3 26 0.0380 1.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.7 115 0.0170 2.65 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1 25 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.0 250 Total Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 219HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 9BS: Area 9B Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 100-YR Rainfall=7.68" Runoff Area=23,087 sf Runoff Volume=0.293 af Runoff Depth>6.64" Flow Length=250' Tc=2.0 min CN=94 4.26 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 220HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: Area 10 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.95 cfs @ 12.07 hrs, Volume= 0.074 af, Depth> 7.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YR Rainfall=7.68" Area (sf) CN Description 5,445 98 Roofs, HSG B 5,445 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Roof area Subcatchment 10S: Area 10 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 100-YR Rainfall=7.68" Runoff Area=5,445 sf Runoff Volume=0.074 af Runoff Depth>7.11" Tc=5.0 min CN=98 0.95 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 221HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: Area 11 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.20 cfs @ 12.07 hrs, Volume= 0.169 af, Depth> 6.99" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YR Rainfall=7.68" Area (sf) CN Description 12,197 98 Roofs, HSG B 479 69 50-75% Grass cover, Fair, HSG B 12,676 97 Weighted Average 479 3.78% Pervious Area 12,197 96.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Roof/Gravel Courtyard Subcatchment 11S: Area 11 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 100-YR Rainfall=7.68" Runoff Area=12,676 sf Runoff Volume=0.169 af Runoff Depth>6.99" Tc=5.0 min CN=97 2.20 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 222HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: Area 12 [49] Hint: Tc<2dt may require smaller dt Runoff = 3.41 cfs @ 12.03 hrs, Volume= 0.233 af, Depth> 6.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YR Rainfall=7.68" Area (sf) CN Description 12,066 98 Paved parking, HSG B 3,049 69 50-75% Grass cover, Fair, HSG B 3,572 98 Roofs, HSG B 18,687 93 Weighted Average 3,049 16.32% Pervious Area 15,638 83.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 64 0.0160 1.12 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 14 0.0770 1.55 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.1 21 0.0480 4.45 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 49 0.0610 5.01 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1 27 0.0370 3.90 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 41 0.0210 2.94 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.7 216 Total Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 223HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 12S: Area 12 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)3 2 1 0 Type III 24-hr 100-YR Rainfall=7.68" Runoff Area=18,687 sf Runoff Volume=0.233 af Runoff Depth>6.52" Flow Length=216' Tc=1.7 min CN=93 3.41 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 224HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: Area 13 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.42 cfs @ 12.02 hrs, Volume= 0.162 af, Depth> 6.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YR Rainfall=7.68" Area (sf) CN Description 9,409 98 Paved parking, HSG B 2,788 69 50-75% Grass cover, Fair, HSG B 1,045 98 Roofs, HSG B 13,242 92 Weighted Average 2,788 21.05% Pervious Area 10,454 78.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 35 0.0290 1.26 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 20 0.0500 1.40 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 15 0.0380 1.19 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4 96 0.0360 3.85 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1 32 0.0310 3.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.4 198 Total Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 225HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 13S: Area 13 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 100-YR Rainfall=7.68" Runoff Area=13,242 sf Runoff Volume=0.162 af Runoff Depth>6.40" Flow Length=198' Tc=1.4 min CN=92 2.42 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 226HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 14AS: Area 14A [49] Hint: Tc<2dt may require smaller dt Runoff = 3.32 cfs @ 12.04 hrs, Volume= 0.231 af, Depth> 6.75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YR Rainfall=7.68" Area (sf) CN Description 12,850 98 Unconnected pavement, HSG B 1,742 69 50-75% Grass cover, Fair, HSG B 3,267 98 Roofs, HSG B 17,859 95 Weighted Average 1,742 9.75% Pervious Area 16,117 90.25% Impervious Area 12,850 79.73% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 31 0.0320 1.28 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3 24 0.0420 1.36 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6 45 0.0220 1.19 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 68 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4 66 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.0 10 0.0870 5.99 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.2 244 Total Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 227HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 14AS: Area 14A Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)3 2 1 0 Type III 24-hr 100-YR Rainfall=7.68" Runoff Area=17,859 sf Runoff Volume=0.231 af Runoff Depth>6.75" Flow Length=244' Tc=2.2 min CN=95 3.32 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 228HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 14BS: Area 14B [49] Hint: Tc<2dt may require smaller dt Runoff = 3.93 cfs @ 12.02 hrs, Volume= 0.280 af, Depth> 6.99" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YR Rainfall=7.68" Area (sf) CN Description 20,473 98 Unconnected pavement, HSG B 436 69 50-75% Grass cover, Fair, HSG B 20,909 97 Weighted Average 436 2.09% Pervious Area 20,473 97.91% Impervious Area 20,473 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.1 73 0.0140 1.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.4 66 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5 139 Total Subcatchment 14BS: Area 14B Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 100-YR Rainfall=7.68" Runoff Area=20,909 sf Runoff Volume=0.280 af Runoff Depth>6.99" Flow Length=139' Tc=1.5 min CN=97 3.93 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 229HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: Area 15 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.42 cfs @ 12.04 hrs, Volume= 0.093 af, Depth> 6.05" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YR Rainfall=7.68" Area (sf) CN Description 5,663 98 Paved parking, HSG B 2,396 69 50-75% Grass cover, Fair, HSG B 8,059 89 Weighted Average 2,396 29.73% Pervious Area 5,663 70.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 14 0.0440 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.6 27 0.0100 0.78 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 2.1 41 Total Subcatchment 15S: Area 15 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 100-YR Rainfall=7.68" Runoff Area=8,059 sf Runoff Volume=0.093 af Runoff Depth>6.05" Flow Length=41' Tc=2.1 min CN=89 1.42 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 230HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: Area 16 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.58 cfs @ 12.05 hrs, Volume= 0.108 af, Depth> 6.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YR Rainfall=7.68" Area (sf) CN Description 7,100 98 Paved parking, HSG B 1,568 69 50-75% Grass cover, Fair, HSG B 8,668 93 Weighted Average 1,568 18.09% Pervious Area 7,100 81.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 10 0.0220 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.2 54 0.0060 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3 13 0.0160 0.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 3.0 77 Total Subcatchment 16S: Area 16 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 100-YR Rainfall=7.68" Runoff Area=8,668 sf Runoff Volume=0.108 af Runoff Depth>6.52" Flow Length=77' Tc=3.0 min CN=93 1.58 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 231HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: Area 17 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.69 cfs @ 12.07 hrs, Volume= 0.122 af, Depth> 6.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YR Rainfall=7.68" Area (sf) CN Description 7,405 98 Paved parking, HSG B 2,919 69 50-75% Grass cover, Fair, HSG B 10,324 90 Weighted Average 2,919 28.27% Pervious Area 7,405 71.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 44 0.0230 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.3 14 0.0180 0.87 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 5.2 58 Total Subcatchment 17S: Area 17 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 100-YR Rainfall=7.68" Runoff Area=10,324 sf Runoff Volume=0.122 af Runoff Depth>6.16" Flow Length=58' Tc=5.2 min CN=90 1.69 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 232HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Area 18 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.41 cfs @ 12.07 hrs, Volume= 0.176 af, Depth> 6.51" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YR Rainfall=7.68" Area (sf) CN Description 11,761 98 Paved parking, HSG B 2,352 69 50-75% Grass cover, Fair, HSG B 14,113 93 Weighted Average 2,352 16.67% Pervious Area 11,761 83.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 116 0.0070 0.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 16 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.5 197 0.0133 1.31 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.8 329 Total Subcatchment 18S: Area 18 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 100-YR Rainfall=7.68" Runoff Area=14,113 sf Runoff Volume=0.176 af Runoff Depth>6.51" Flow Length=329' Tc=4.8 min CN=93 2.41 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 233HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: Area 19 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.98 cfs @ 12.06 hrs, Volume= 0.133 af, Depth> 5.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YR Rainfall=7.68" Area (sf) CN Description 7,318 98 Paved parking, HSG B 4,922 69 50-75% Grass cover, Fair, HSG B 12,240 86 Weighted Average 4,922 40.21% Pervious Area 7,318 59.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 119 0.0070 0.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 19 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 153 0.0170 1.37 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.3 291 Total Subcatchment 19S: Area 19 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 100-YR Rainfall=7.68" Runoff Area=12,240 sf Runoff Volume=0.133 af Runoff Depth>5.70" Flow Length=291' Tc=4.3 min CN=86 1.98 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 234HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Area 20 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.94 cfs @ 12.05 hrs, Volume= 0.128 af, Depth> 5.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YR Rainfall=7.68" Area (sf) CN Description 7,100 98 Paved parking, HSG B 4,400 69 50-75% Grass cover, Fair, HSG B 11,500 87 Weighted Average 4,400 38.26% Pervious Area 7,100 61.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 100 0.0120 1.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 63 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5 132 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.5 295 Total Subcatchment 20S: Area 20 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 100-YR Rainfall=7.68" Runoff Area=11,500 sf Runoff Volume=0.128 af Runoff Depth>5.82" Flow Length=295' Tc=3.5 min CN=87 1.94 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 235HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: Area 21 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.67 cfs @ 12.05 hrs, Volume= 0.110 af, Depth> 5.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YR Rainfall=7.68" Area (sf) CN Description 6,011 98 Paved parking, HSG B 4,051 69 50-75% Grass cover, Fair, HSG B 10,062 86 Weighted Average 4,051 40.26% Pervious Area 6,011 59.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 107 0.0090 0.99 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.4 147 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4 50 0.0130 2.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6 304 Total Subcatchment 21S: Area 21 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 100-YR Rainfall=7.68" Runoff Area=10,062 sf Runoff Volume=0.110 af Runoff Depth>5.70" Flow Length=304' Tc=3.6 min CN=86 1.67 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 236HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 22S: Area 22 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.72 cfs @ 12.05 hrs, Volume= 0.113 af, Depth> 5.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YR Rainfall=7.68" Area (sf) CN Description 6,055 98 Paved parking, HSG B 4,312 69 50-75% Grass cover, Fair, HSG B 10,367 86 Weighted Average 4,312 41.59% Pervious Area 6,055 58.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 100 0.0050 0.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 47 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 106 0.0090 1.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6 253 Total Subcatchment 22S: Area 22 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 100-YR Rainfall=7.68" Runoff Area=10,367 sf Runoff Volume=0.113 af Runoff Depth>5.70" Flow Length=253' Tc=3.6 min CN=86 1.72 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 237HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: Area 23 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.23 cfs @ 12.06 hrs, Volume= 0.145 af, Depth> 5.47" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YR Rainfall=7.68" Area (sf) CN Description 6,970 98 Paved parking, HSG B 6,882 69 50-75% Grass cover, Fair, HSG B 13,852 84 Weighted Average 6,882 49.68% Pervious Area 6,970 50.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 100 0.0050 0.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6 53 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 105 0.0090 1.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.7 258 Total Subcatchment 23S: Area 23 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 100-YR Rainfall=7.68" Runoff Area=13,852 sf Runoff Volume=0.145 af Runoff Depth>5.47" Flow Length=258' Tc=3.7 min CN=84 2.23 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 238HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 1R: Design Point 2 - Northern Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.058 ac, 91.11% Impervious, Inflow Depth > 6.79" for 100-YR event Inflow = 15.78 cfs @ 12.03 hrs, Volume= 1.164 af Outflow = 15.78 cfs @ 12.03 hrs, Volume= 1.164 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Reach 1R: Design Point 2 - Northern Wetland Area Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)16 14 12 10 8 6 4 2 0 Inflow Area=2.058 ac 15.78 cfs15.78 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 239HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 2R: Design Point 1 - Western Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 8.014 ac, 60.36% Impervious, Inflow Depth > 5.70" for 100-YR event Inflow = 54.29 cfs @ 12.05 hrs, Volume= 3.806 af Outflow = 54.29 cfs @ 12.05 hrs, Volume= 3.806 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Reach 2R: Design Point 1 - Western Wetland Area Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=8.014 ac 54.29 cfs54.29 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 240HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 15R: Area 2B Swale Inflow Area = 0.210 ac, 95.23% Impervious, Inflow Depth > 6.98" for 100-YR event Inflow = 1.48 cfs @ 12.10 hrs, Volume= 0.122 af Outflow = 1.48 cfs @ 12.10 hrs, Volume= 0.122 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 4.73 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.54 fps, Avg. Travel Time= 0.1 min Peak Storage= 4 cf @ 12.10 hrs Average Depth at Peak Storage= 0.05' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 119.15', Outlet Invert= 118.07' ‡ Reach 15R: Area 2B Swale Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.210 ac Avg. Flow Depth=0.05' Max Vel=4.73 fps n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs 1.48 cfs1.48 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 241HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 16R: Area 8 Swale Inflow Area = 0.203 ac, 78.82% Impervious, Inflow Depth > 6.40" for 100-YR event Inflow = 1.65 cfs @ 12.01 hrs, Volume= 0.108 af Outflow = 1.65 cfs @ 12.01 hrs, Volume= 0.108 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 4.90 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.53 fps, Avg. Travel Time= 0.1 min Peak Storage= 4 cf @ 12.01 hrs Average Depth at Peak Storage= 0.06' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 119.64', Outlet Invert= 118.56' ‡ Reach 16R: Area 8 Swale Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.203 ac Avg. Flow Depth=0.06' Max Vel=4.90 fps n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs 1.65 cfs1.65 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 242HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 17R: Area 9A Swale Inflow Area = 0.100 ac, 89.99% Impervious, Inflow Depth > 6.76" for 100-YR event Inflow = 0.84 cfs @ 12.01 hrs, Volume= 0.056 af Outflow = 0.84 cfs @ 12.01 hrs, Volume= 0.056 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.77 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.43 fps, Avg. Travel Time= 0.1 min Peak Storage= 3 cf @ 12.01 hrs Average Depth at Peak Storage= 0.04' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 120.56', Outlet Invert= 119.48' ‡ Reach 17R: Area 9A Swale Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Inflow Area=0.100 ac Avg. Flow Depth=0.04' Max Vel=3.77 fps n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs 0.84 cfs0.84 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 243HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 18R: Area 9B/10 Swale [90] Warning: Qout>Qin may require Finer Routing or smaller dt Inflow Area = 0.655 ac, 89.31% Impervious, Inflow Depth > 6.72" for 100-YR event Inflow = 5.14 cfs @ 12.04 hrs, Volume= 0.367 af Outflow = 5.14 cfs @ 12.04 hrs, Volume= 0.367 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 6.31 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.72 fps, Avg. Travel Time= 0.1 min Peak Storage= 10 cf @ 12.04 hrs Average Depth at Peak Storage= 0.08' Bank-Full Depth= 0.80', Capacity at Bank-Full= 234.60 cfs 10.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 11.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 120.62', Outlet Invert= 119.54' ‡ Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 244HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Reach 18R: Area 9B/10 Swale Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=0.655 ac Avg. Flow Depth=0.08' Max Vel=6.31 fps n=0.013 L=12.0' S=0.0900 '/' Capacity=234.60 cfs 5.14 cfs5.14 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 245HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 19R: Area 14A Swale [90] Warning: Qout>Qin may require Finer Routing or smaller dt Inflow Area = 0.410 ac, 90.25% Impervious, Inflow Depth > 6.75" for 100-YR event Inflow = 3.32 cfs @ 12.04 hrs, Volume= 0.231 af Outflow = 3.32 cfs @ 12.04 hrs, Volume= 0.231 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 4.61 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.18 fps, Avg. Travel Time= 0.2 min Peak Storage= 9 cf @ 12.04 hrs Average Depth at Peak Storage= 0.12' Bank-Full Depth= 0.80', Capacity at Bank-Full= 81.51 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0300 '/' Inlet Invert= 116.12', Outlet Invert= 115.76' ‡ Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 246HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Reach 19R: Area 14A Swale Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=0.410 ac Avg. Flow Depth=0.12' Max Vel=4.61 fps n=0.013 L=12.0' S=0.0300 '/' Capacity=81.51 cfs 3.32 cfs3.32 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 247HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 20R: Area 14B Swale Inflow Area = 0.480 ac, 97.91% Impervious, Inflow Depth > 6.99" for 100-YR event Inflow = 3.93 cfs @ 12.02 hrs, Volume= 0.280 af Outflow = 3.93 cfs @ 12.02 hrs, Volume= 0.280 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 6.83 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.82 fps, Avg. Travel Time= 0.1 min Peak Storage= 7 cf @ 12.02 hrs Average Depth at Peak Storage= 0.09' Bank-Full Depth= 0.80', Capacity at Bank-Full= 141.18 cfs 6.00' x 0.80' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 1.0 '/' Top Width= 7.60' Length= 12.0' Slope= 0.0900 '/' Inlet Invert= 122.79', Outlet Invert= 121.71' ‡ Reach 20R: Area 14B Swale Inflow Outflow Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=0.480 ac Avg. Flow Depth=0.09' Max Vel=6.83 fps n=0.013 L=12.0' S=0.0900 '/' Capacity=141.18 cfs 3.93 cfs3.93 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 248HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-A: CBA [58] Hint: Peaked 148.05' above defined flood level Inflow Area = 0.185 ac, 70.27% Impervious, Inflow Depth > 6.05" for 100-YR event Inflow = 1.42 cfs @ 12.04 hrs, Volume= 0.093 af Outflow = 1.42 cfs @ 12.04 hrs, Volume= 0.093 af, Atten= 0%, Lag= 0.0 min Primary = 1.42 cfs @ 12.04 hrs, Volume= 0.093 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 272.79' @ 12.34 hrs Flood Elev= 124.74' Device Routing Invert Outlet Devices #1 Primary 121.04'8.0" Round Culvert L= 86.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 121.04' / 120.94' S= 0.0012 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=133.81' TW=140.29' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB-A: CBA Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.185 ac Peak Elev=272.79' 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' 1.42 cfs1.42 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 249HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-B: CBB [58] Hint: Peaked 147.90' above defined flood level [80] Warning: Exceeded Pond CB-A by 50.71' @ 12.25 hrs (8.79 cfs 0.166 af) Inflow Area = 0.384 ac, 76.30% Impervious, Inflow Depth > 6.29" for 100-YR event Inflow = 2.99 cfs @ 12.04 hrs, Volume= 0.201 af Outflow = 2.99 cfs @ 12.04 hrs, Volume= 0.201 af, Atten= 0%, Lag= 0.0 min Primary = 2.99 cfs @ 12.04 hrs, Volume= 0.201 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 272.69' @ 12.29 hrs Flood Elev= 124.79' Device Routing Invert Outlet Devices #1 Primary 120.94'8.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.94' / 120.40' S= 0.0072 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=141.27' TW=146.63' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB-B: CBB Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=0.384 ac Peak Elev=272.69' 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' 2.99 cfs2.99 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 250HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB1: CB1 [58] Hint: Peaked 47.02' above defined flood level Inflow Area = 0.438 ac, 61.42% Impervious, Inflow Depth > 5.81" for 100-YR event Inflow = 3.19 cfs @ 12.04 hrs, Volume= 0.212 af Outflow = 3.19 cfs @ 12.04 hrs, Volume= 0.212 af, Atten= 0%, Lag= 0.0 min Primary = 3.19 cfs @ 12.04 hrs, Volume= 0.212 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 165.06' @ 12.09 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 113.94'10.0" Round Culvert L= 25.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.94' / 113.41' S= 0.0212 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=149.25' TW=162.04' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB1: CB1 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=0.438 ac Peak Elev=165.06' 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' 3.19 cfs3.19 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 251HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB10: CB10 [58] Hint: Peaked 127.03' above defined flood level Inflow Area = 0.973 ac, 79.14% Impervious, Inflow Depth > 6.40" for 100-YR event Inflow = 7.69 cfs @ 12.03 hrs, Volume= 0.519 af Outflow = 7.69 cfs @ 12.03 hrs, Volume= 0.519 af, Atten= 0%, Lag= 0.0 min Primary = 7.69 cfs @ 12.03 hrs, Volume= 0.519 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 246.84' @ 12.20 hrs Flood Elev= 119.81' Device Routing Invert Outlet Devices #1 Primary 117.34'12.0" Round Culvert L= 141.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 117.34' / 116.56' S= 0.0055 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.03 hrs HW=151.00' TW=165.00' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB10: CB10 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=0.973 ac Peak Elev=246.84' 12.0" Round Culvert n=0.012 L=141.0' S=0.0055 '/' 7.69 cfs7.69 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 252HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB2: CB2 [58] Hint: Peaked 47.09' above defined flood level Inflow Area = 0.318 ac, 50.32% Impervious, Inflow Depth > 5.47" for 100-YR event Inflow = 2.23 cfs @ 12.06 hrs, Volume= 0.145 af Outflow = 2.23 cfs @ 12.06 hrs, Volume= 0.145 af, Atten= 0%, Lag= 0.0 min Primary = 2.23 cfs @ 12.06 hrs, Volume= 0.145 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 165.13' @ 12.09 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 114.29'10.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 114.29' / 113.34' S= 0.0127 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.06 hrs HW=154.38' TW=161.30' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB2: CB2 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.318 ac Peak Elev=165.13' 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' 2.23 cfs2.23 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 253HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB3: CB3 [58] Hint: Peaked 117.58' above defined flood level Inflow Area = 0.231 ac, 59.74% Impervious, Inflow Depth > 5.70" for 100-YR event Inflow = 1.67 cfs @ 12.05 hrs, Volume= 0.110 af Outflow = 1.67 cfs @ 12.05 hrs, Volume= 0.110 af, Atten= 0%, Lag= 0.0 min Primary = 1.67 cfs @ 12.05 hrs, Volume= 0.110 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 236.91' @ 12.11 hrs Flood Elev= 119.33' Device Routing Invert Outlet Devices #1 Primary 115.74'10.0" Round Culvert L= 13.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.74' / 115.35' S= 0.0300 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=196.98' TW=234.05' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB3: CB3 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.231 ac Peak Elev=236.91' 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' 1.67 cfs1.67 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 254HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB4: CB4 [58] Hint: Peaked 117.64' above defined flood level Inflow Area = 0.264 ac, 61.74% Impervious, Inflow Depth > 5.82" for 100-YR event Inflow = 1.94 cfs @ 12.05 hrs, Volume= 0.128 af Outflow = 1.94 cfs @ 12.05 hrs, Volume= 0.128 af, Atten= 0%, Lag= 0.0 min Primary = 1.94 cfs @ 12.05 hrs, Volume= 0.128 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 236.99' @ 12.11 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 116.90'10.0" Round Culvert L= 22.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.90' / 115.18' S= 0.0782 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=196.02' TW=234.67' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB4: CB4 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.264 ac Peak Elev=236.99' 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' 1.94 cfs1.94 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 255HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB5: CB5 [58] Hint: Peaked 145.31' above defined flood level Inflow Area = 0.720 ac, 88.75% Impervious, Inflow Depth > 6.71" for 100-YR event Inflow = 5.45 cfs @ 12.04 hrs, Volume= 0.402 af Outflow = 5.45 cfs @ 12.04 hrs, Volume= 0.402 af, Atten= 0%, Lag= 0.0 min Primary = 5.45 cfs @ 12.04 hrs, Volume= 0.402 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 265.44' @ 12.15 hrs Flood Elev= 120.13' Device Routing Invert Outlet Devices #1 Primary 117.13'12.0" Round Culvert L= 42.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 117.13' / 116.56' S= 0.0136 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=174.51' TW=227.62' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB5: CB5 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=0.720 ac Peak Elev=265.44' 12.0" Round Culvert n=0.012 L=42.0' S=0.0136 '/' 5.45 cfs5.45 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 256HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB6: CB6 [58] Hint: Peaked 148.14' above defined flood level Inflow Area = 0.628 ac, 81.21% Impervious, Inflow Depth > 6.46" for 100-YR event Inflow = 4.63 cfs @ 12.04 hrs, Volume= 0.338 af Outflow = 4.63 cfs @ 12.04 hrs, Volume= 0.338 af, Atten= 0%, Lag= 0.0 min Primary = 4.63 cfs @ 12.04 hrs, Volume= 0.338 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 270.09' @ 12.19 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 32.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.75' S= 0.0759 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=154.91' TW=186.01' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB6: CB6 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=0.628 ac Peak Elev=270.09' 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' 4.63 cfs4.63 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 257HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB7: CB-7 [58] Hint: Peaked 147.70' above defined flood level Inflow Area = 0.281 ac, 59.79% Impervious, Inflow Depth > 5.70" for 100-YR event Inflow = 1.98 cfs @ 12.06 hrs, Volume= 0.133 af Outflow = 1.98 cfs @ 12.06 hrs, Volume= 0.133 af, Atten= 0%, Lag= 0.0 min Primary = 1.98 cfs @ 12.06 hrs, Volume= 0.133 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 269.65' @ 12.19 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 40.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.77' S= 0.0603 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.06 hrs HW=163.60' TW=203.76' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB7: CB-7 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.281 ac Peak Elev=269.65' 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' 1.98 cfs1.98 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 258HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB8: CB8 [58] Hint: Peaked 123.34' above defined flood level [80] Warning: Exceeded Pond CB9 by 35.49' @ 12.05 hrs (19.07 cfs 0.291 af) Inflow Area = 2.017 ac, 81.31% Impervious, Inflow Depth > 6.47" for 100-YR event Inflow = 16.00 cfs @ 12.03 hrs, Volume= 1.087 af Outflow = 16.00 cfs @ 12.03 hrs, Volume= 1.087 af, Atten= 0%, Lag= 0.0 min Primary = 16.00 cfs @ 12.03 hrs, Volume= 1.087 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 243.25' @ 12.10 hrs Flood Elev= 119.91' Device Routing Invert Outlet Devices #1 Primary 115.81'12.0" Round Culvert L= 50.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.76' / 115.81' S= -0.0010 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.03 hrs HW=191.06' TW=220.22' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB8: CB8 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)16 14 12 10 8 6 4 2 0 Inflow Area=2.017 ac Peak Elev=243.25' 12.0" Round Culvert n=0.012 L=50.0' S=-0.0010 '/' 16.00 cfs16.00 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 259HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB9: CB9 [58] Hint: Peaked 125.72' above defined flood level [80] Warning: Exceeded Pond CB10 by 37.81' @ 12.10 hrs (17.38 cfs 0.300 af) Inflow Area = 1.447 ac, 79.47% Impervious, Inflow Depth > 6.40" for 100-YR event Inflow = 11.44 cfs @ 12.03 hrs, Volume= 0.772 af Outflow = 11.44 cfs @ 12.03 hrs, Volume= 0.772 af, Atten= 0%, Lag= 0.0 min Primary = 11.44 cfs @ 12.03 hrs, Volume= 0.772 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 245.71' @ 12.15 hrs Flood Elev= 119.99' Device Routing Invert Outlet Devices #1 Primary 116.44'12.0" Round Culvert L= 100.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.44' / 115.96' S= 0.0048 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.03 hrs HW=164.71' TW=192.00' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB9: CB9 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.447 ac Peak Elev=245.71' 12.0" Round Culvert n=0.012 L=100.0' S=0.0048 '/' 11.44 cfs11.44 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 260HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH1: DMH1 [58] Hint: Peaked 45.94' above defined flood level [80] Warning: Exceeded Pond CB1 by 23.60' @ 12.00 hrs (14.84 cfs 0.194 af) [80] Warning: Exceeded Pond CB2 by 23.87' @ 12.00 hrs (11.03 cfs 0.140 af) Inflow Area = 5.687 ac, 75.77% Impervious, Inflow Depth > 6.28" for 100-YR event Inflow = 42.67 cfs @ 12.04 hrs, Volume= 2.975 af Outflow = 42.67 cfs @ 12.04 hrs, Volume= 2.975 af, Atten= 0%, Lag= 0.0 min Primary = 42.67 cfs @ 12.04 hrs, Volume= 2.975 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 164.38' @ 12.04 hrs Flood Elev= 118.44' Device Routing Invert Outlet Devices #1 Primary 113.19'18.0" Round Culvert L= 309.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.19' / 108.58' S= 0.0149 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=41.60 cfs @ 12.04 hrs HW=161.83' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 41.60 cfs @ 23.54 fps) Pond DMH1: DMH1 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)45 40 35 30 25 20 15 10 5 0 Inflow Area=5.687 ac Peak Elev=164.38' 18.0" Round Culvert n=0.012 L=309.0' S=0.0149 '/' 42.67 cfs42.67 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 261HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH2: DMH2 [58] Hint: Peaked 117.40' above defined flood level [80] Warning: Exceeded Pond CB3 by 46.04' @ 12.00 hrs (22.27 cfs 0.369 af) [80] Warning: Exceeded Pond CB4 by 45.96' @ 12.00 hrs (21.25 cfs 0.340 af) [80] Warning: Exceeded Pond CB8 by 32.12' @ 12.00 hrs (22.42 cfs 0.320 af) [80] Warning: Exceeded Pond DMH3 by 15.59' @ 12.00 hrs (9.99 cfs 0.053 af) Inflow Area = 4.762 ac, 78.14% Impervious, Inflow Depth > 6.35" for 100-YR event Inflow = 36.03 cfs @ 12.04 hrs, Volume= 2.521 af Outflow = 36.03 cfs @ 12.04 hrs, Volume= 2.521 af, Atten= 0%, Lag= 0.0 min Primary = 36.03 cfs @ 12.04 hrs, Volume= 2.521 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 236.75' @ 12.06 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 115.10'15.0" Round Culvert L= 259.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.10' / 113.35' S= 0.0068 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=31.92 cfs @ 12.04 hrs HW=228.52' TW=161.84' (Dynamic Tailwater) 1=Culvert (Outlet Controls 31.92 cfs @ 26.01 fps) Pond DMH2: DMH2 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)40 35 30 25 20 15 10 5 0 Inflow Area=4.762 ac Peak Elev=236.75' 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' 36.03 cfs36.03 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 262HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH3: DMH3 [58] Hint: Peaked 144.22' above defined flood level [80] Warning: Exceeded Pond CB5 by 56.97' @ 12.05 hrs (31.21 cfs 0.528 af) [80] Warning: Exceeded Pond DMH4 by 46.00' @ 12.05 hrs (21.28 cfs 0.341 af) Inflow Area = 2.250 ac, 79.11% Impervious, Inflow Depth > 6.38" for 100-YR event Inflow = 16.62 cfs @ 12.05 hrs, Volume= 1.197 af Outflow = 16.62 cfs @ 12.05 hrs, Volume= 1.197 af, Atten= 0%, Lag= 0.0 min Primary = 16.62 cfs @ 12.05 hrs, Volume= 1.197 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 264.88' @ 12.10 hrs Flood Elev= 120.66' Device Routing Invert Outlet Devices #1 Primary 116.28'12.0" Round Culvert L= 187.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.28' / 115.20' S= 0.0058 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=233.80' TW=234.33' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond DMH3: DMH3 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)18 16 14 12 10 8 6 4 2 0 Inflow Area=2.250 ac Peak Elev=264.88' 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' 16.62 cfs16.62 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 263HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH4: DMH4 [58] Hint: Peaked 147.70' above defined flood level [80] Warning: Exceeded Pond CB6 by 53.10' @ 12.10 hrs (21.07 cfs 0.366 af) [80] Warning: Exceeded Pond CB7 by 54.32' @ 12.10 hrs (20.14 cfs 0.358 af) [80] Warning: Exceeded Pond DMH5 by 48.40' @ 12.10 hrs (10.49 cfs 0.171 af) Inflow Area = 1.530 ac, 74.57% Impervious, Inflow Depth > 6.23" for 100-YR event Inflow = 11.18 cfs @ 12.05 hrs, Volume= 0.794 af Outflow = 11.18 cfs @ 12.05 hrs, Volume= 0.794 af, Atten= 0%, Lag= 0.0 min Primary = 11.18 cfs @ 12.05 hrs, Volume= 0.794 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 269.52' @ 12.14 hrs Flood Elev= 121.82' Device Routing Invert Outlet Devices #1 Primary 116.70'12.0" Round Culvert L= 106.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.70' / 116.38' S= 0.0030 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=190.69' TW=236.46' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond DMH4: DMH4 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.530 ac Peak Elev=269.52' 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' 11.18 cfs11.18 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 264HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH5: DMH5 [58] Hint: Peaked 147.05' above defined flood level [80] Warning: Exceeded Pond STC-450i by 50.34' @ 12.15 hrs (17.61 cfs 0.317 af) Inflow Area = 0.621 ac, 74.56% Impervious, Inflow Depth > 6.24" for 100-YR event Inflow = 4.60 cfs @ 12.05 hrs, Volume= 0.323 af Outflow = 4.60 cfs @ 12.05 hrs, Volume= 0.323 af, Atten= 0%, Lag= 0.0 min Primary = 4.60 cfs @ 12.05 hrs, Volume= 0.323 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 271.57' @ 12.19 hrs Flood Elev= 124.52' Device Routing Invert Outlet Devices #1 Primary 119.37'10.0" Round Culvert L= 212.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.37' / 116.78' S= 0.0122 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=164.17' TW=191.27' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond DMH5: DMH5 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=0.621 ac Peak Elev=271.57' 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' 4.60 cfs4.60 cfs Pre-Development Conditions Type III 24-hr 100-YR Rainfall=7.68"Existing Drainage_5-4-17 Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 265HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond STC-450i: STC 450i [58] Hint: Peaked 147.38' above defined flood level [80] Warning: Exceeded Pond CB-B by 50.18' @ 12.20 hrs (9.21 cfs 0.159 af) Inflow Area = 0.621 ac, 74.56% Impervious, Inflow Depth > 6.24" for 100-YR event Inflow = 4.60 cfs @ 12.05 hrs, Volume= 0.323 af Outflow = 4.60 cfs @ 12.05 hrs, Volume= 0.323 af, Atten= 0%, Lag= 0.0 min Primary = 4.60 cfs @ 12.05 hrs, Volume= 0.323 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 272.13' @ 12.24 hrs Flood Elev= 124.75' Device Routing Invert Outlet Devices #1 Primary 120.05'10.0" Round Culvert L= 56.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.05' / 119.44' S= 0.0109 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=148.86' TW=164.17' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond STC-450i: STC 450i Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=0.621 ac Peak Elev=272.13' 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' 4.60 cfs4.60 cfs Proposed Conditions Hydrologic Calculations 1S East Parking Lot (S-E) 2S Courthouse Drive & Entry 3S East Parking Lot (N-E) 4S East Parking Lot (N-W-1) 5S East Parking Lot (N-W-2) 6S Central Parking (N-E-1) 7S Central Parking (N-E-2) 8S Central Parking (N-W-1) 9S Central Parking (N-W-2) 10S North Driveway 11S North Parking Lot (E) 12S North Parking Lot (W) 13S BLDG 2 Rear (N) 14S BLDG 2 Rear (Center) 15S BLDG 2 Rear (S) 16S BLDG 2 Access Rd. (S) 17S Infiltration Basin Area 18S Infiltration Basin Area 19S BioRetention Basin Area 20S Wetland Area 21S Northern Property Line Boundary 22S Bioretention Basin Area 23S Bldg. 1 Roof 24S Bldg. 2 Roof 25S Central Parking (S-E-1) 26S Central Parking (S-E-2) 27S Central Parking (S-W-1) 28S Central Parking (S-W-2) 29S BLDG 2 Drive-up 30S South Driveway (W) 31S South Driveway (Center) 32S South Driveway (E) 74S North Parking Lot (C) 75S North Parking Lot Drive 77S East Parking Lot (N-E2) 71R Design Point 2 - Northern Wetland Area 72R Design Point 1 - Western Wetland Area 2PCB CB-P13 3PCB DMH-P1 4PCB CB-P14 8PCB DMH-P3 9P Bioretention Basin 2 11PCB DMH-P5 12PCB WQU-P1 13PCB CB-P18 14PCB CB-P17 20PCB CB-P15 23PCB CB-P4 24PCB CB-P2 25PCB CB-P8 26PCB CB-P6 31P Infiltration Basin 2 32PCB WQU-P2 33PCB CB-P19 34PCB DMH-P6 35PCB DMH-P7 36PCB DMH-P8 37PCB DMH-P9 38PCB CB-P11 39PCB CB-P1 40PCB CB-P3 41PCB CB-P7 42PCB CB-P5 43PCB CB-P20 44PCB CB-P9 45PCB CB-P10 46PCB DMH-P10 47PCB CB-P21 59P Infiltration Basin 1 61PCB DMH-P11 67PCB DMH-P13 68PCB DMH-3 (Exist.) 69PCB DMH-1 71P BioRetention Basin 1 72PCB DMH-P2 73PCB WQU-P4 74PCB DMH-P1A 75PCB CB-P22 70L Existing Atwood Rd. Drainage Drainage Diagram for Proposed Drainage (5-2-17)Prepared by Tighe & Bond, Inc., Printed 5/15/2017 HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcat Reach Pond Link Post-Development Conditions Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 2HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.181 60 Woods, Fair, HSG B (20S) 0.191 61 >75% Grass cover, Good, HSG B (20S) 1.159 69 50-75% Grass cover, Fair, HSG B (1S, 2S, 3S, 4S, 6S, 7S, 8S, 9S, 10S, 13S, 15S, 16S, 21S, 25S, 26S, 27S, 28S, 29S, 30S, 31S, 32S) 4.045 98 Paved parking, HSG B (1S, 2S, 3S, 4S, 5S, 6S, 7S, 8S, 9S, 10S, 11S, 12S, 13S, 14S, 15S, 16S, 25S, 26S, 27S, 28S, 30S, 31S, 32S, 74S, 75S, 77S) 0.977 98 Roofs, HSG B (23S, 24S) 1.242 98 Water Surface, HSG B (17S, 18S, 19S, 20S, 22S, 29S) 7.795 92 TOTAL AREA Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 3HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=0.50-30.00 hrs, dt=0.05 hrs, 591 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=16,858 sf 87.72% Impervious Runoff Depth=2.42"Subcatchment 1S: East Parking Lot (S-E) Tc=5.0 min CN=94 Runoff=1.06 cfs 0.078 af Runoff Area=11,237 sf 89.54% Impervious Runoff Depth=2.52"Subcatchment 2S: Courthouse Drive & Tc=5.0 min CN=95 Runoff=0.73 cfs 0.054 af Runoff Area=10,100 sf 85.53% Impervious Runoff Depth=2.42"Subcatchment 3S: East Parking Lot (N-E) Tc=5.0 min CN=94 Runoff=0.64 cfs 0.047 af Runoff Area=19,286 sf 91.08% Impervious Runoff Depth=2.52"Subcatchment 4S: East Parking Lot (N-W-1) Tc=5.0 min CN=95 Runoff=1.25 cfs 0.093 af Runoff Area=1,823 sf 100.00% Impervious Runoff Depth=2.84"Subcatchment 5S: East Parking Lot (N-W-2) Tc=5.0 min CN=98 Runoff=0.13 cfs 0.010 af Runoff Area=17,149 sf 81.70% Impervious Runoff Depth=2.32"Subcatchment 6S: Central Parking (N-E-1) Tc=5.0 min CN=93 Runoff=1.05 cfs 0.076 af Runoff Area=10,107 sf 85.26% Impervious Runoff Depth=2.42"Subcatchment 7S: Central Parking (N-E-2) Tc=5.0 min CN=94 Runoff=0.64 cfs 0.047 af Runoff Area=10,111 sf 85.29% Impervious Runoff Depth=2.42"Subcatchment 8S: Central Parking (N-W-1) Tc=5.0 min CN=94 Runoff=0.64 cfs 0.047 af Runoff Area=15,536 sf 90.42% Impervious Runoff Depth=2.52"Subcatchment 9S: Central Parking (N-W-2) Tc=5.0 min CN=95 Runoff=1.00 cfs 0.075 af Runoff Area=9,320 sf 82.62% Impervious Runoff Depth=2.32"Subcatchment 10S: North Driveway Tc=5.0 min CN=93 Runoff=0.57 cfs 0.041 af Runoff Area=3,273 sf 100.00% Impervious Runoff Depth=2.84"Subcatchment 11S: North Parking Lot (E) Tc=5.0 min CN=98 Runoff=0.23 cfs 0.018 af Runoff Area=5,907 sf 100.00% Impervious Runoff Depth=2.84"Subcatchment 12S: North Parking Lot (W) Tc=5.0 min CN=98 Runoff=0.41 cfs 0.032 af Runoff Area=8,674 sf 43.65% Impervious Runoff Depth=1.43"Subcatchment 13S: BLDG 2 Rear (N) Tc=5.0 min CN=82 Runoff=0.33 cfs 0.024 af Runoff Area=2,678 sf 100.00% Impervious Runoff Depth=2.84"Subcatchment 14S: BLDG 2 Rear (Center) Tc=5.0 min CN=98 Runoff=0.18 cfs 0.015 af Runoff Area=4,367 sf 69.84% Impervious Runoff Depth=1.96"Subcatchment 15S: BLDG 2 Rear (S) Tc=5.0 min CN=89 Runoff=0.23 cfs 0.016 af Runoff Area=10,357 sf 40.27% Impervious Runoff Depth=1.37"Subcatchment 16S: BLDG 2 Access Rd. (S) Tc=5.0 min CN=81 Runoff=0.38 cfs 0.027 af Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 4HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Runoff Area=18,868 sf 100.00% Impervious Runoff Depth=2.84"Subcatchment 17S: Infiltration Basin Area Flow Length=145' Tc=9.8 min CN=98 Runoff=1.12 cfs 0.102 af Runoff Area=13,040 sf 100.00% Impervious Runoff Depth=2.84"Subcatchment 18S: Infiltration Basin Area Tc=5.0 min CN=98 Runoff=0.90 cfs 0.071 af Runoff Area=5,111 sf 100.00% Impervious Runoff Depth=2.84"Subcatchment 19S: BioRetention Basin Flow Length=42' Slope=0.0200 '/' Tc=5.0 min CN=98 Runoff=0.35 cfs 0.028 af Runoff Area=25,464 sf 36.29% Impervious Runoff Depth=0.95"Subcatchment 20S: Wetland Area Flow Length=97' Tc=8.3 min CN=74 Runoff=0.55 cfs 0.046 af Runoff Area=11,859 sf 0.00% Impervious Runoff Depth=0.71"Subcatchment 21S: Northern Property Line Flow Length=50' Slope=0.0200 '/' Tc=5.8 min CN=69 Runoff=0.19 cfs 0.016 af Runoff Area=5,032 sf 100.00% Impervious Runoff Depth=2.84"Subcatchment 22S: Bioretention Basin Tc=5.0 min CN=98 Runoff=0.35 cfs 0.027 af Runoff Area=23,295 sf 100.00% Impervious Runoff Depth=2.84"Subcatchment 23S: Bldg. 1 Roof Tc=5.0 min CN=98 Runoff=1.60 cfs 0.126 af Runoff Area=19,260 sf 100.00% Impervious Runoff Depth=2.84"Subcatchment 24S: Bldg. 2 Roof Tc=6.0 min CN=98 Runoff=1.29 cfs 0.105 af Runoff Area=11,011 sf 87.19% Impervious Runoff Depth=2.42"Subcatchment 25S: Central Parking (S-E-1) Tc=5.0 min CN=94 Runoff=0.69 cfs 0.051 af Runoff Area=7,156 sf 84.60% Impervious Runoff Depth=2.42"Subcatchment 26S: Central Parking (S-E-2) Tc=5.0 min CN=94 Runoff=0.45 cfs 0.033 af Runoff Area=7,148 sf 84.40% Impervious Runoff Depth=2.32"Subcatchment 27S: Central Parking (S-W-1) Tc=5.0 min CN=93 Runoff=0.44 cfs 0.032 af Runoff Area=11,566 sf 78.51% Impervious Runoff Depth=2.23"Subcatchment 28S: Central Parking (S-W-2) Tc=5.0 min CN=92 Runoff=0.68 cfs 0.049 af Runoff Area=4,037 sf 69.26% Impervious Runoff Depth=1.96"Subcatchment 29S: BLDG 2 Drive-up Tc=5.0 min CN=89 Runoff=0.21 cfs 0.015 af Runoff Area=2,778 sf 81.97% Impervious Runoff Depth=2.32"Subcatchment 30S: South Driveway (W) Tc=5.0 min CN=93 Runoff=0.17 cfs 0.012 af Runoff Area=2,907 sf 80.63% Impervious Runoff Depth=2.23"Subcatchment 31S: South Driveway (Center) Tc=5.0 min CN=92 Runoff=0.17 cfs 0.012 af Runoff Area=4,982 sf 56.34% Impervious Runoff Depth=1.65"Subcatchment 32S: South Driveway (E) Tc=5.0 min CN=85 Runoff=0.22 cfs 0.016 af Runoff Area=3,619 sf 100.00% Impervious Runoff Depth=2.84"Subcatchment 74S: North Parking Lot (C) Tc=5.0 min CN=98 Runoff=0.25 cfs 0.020 af Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 5HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Runoff Area=600 sf 100.00% Impervious Runoff Depth=2.84"Subcatchment 75S: North Parking Lot Drive Tc=5.0 min CN=98 Runoff=0.04 cfs 0.003 af Runoff Area=5,047 sf 100.00% Impervious Runoff Depth=2.84"Subcatchment 77S: East Parking Lot (N-E2) Tc=5.0 min CN=98 Runoff=0.35 cfs 0.027 af Inflow=4.18 cfs 0.270 afReach 71R: Design Point 2 - Northern Wetland Area Outflow=4.18 cfs 0.270 af Inflow=11.49 cfs 0.944 afReach 72R: Design Point 1 - Western Wetland Area Outflow=11.49 cfs 0.944 af Peak Elev=120.54' Inflow=1.06 cfs 0.078 afPond 2P: CB-P13 12.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' Outflow=1.06 cfs 0.078 af Peak Elev=119.43' Inflow=1.70 cfs 0.125 afPond 3P: DMH-P1 18.0" Round Culvert n=0.013 L=201.0' S=0.0035 '/' Outflow=1.70 cfs 0.125 af Peak Elev=120.39' Inflow=0.64 cfs 0.047 afPond 4P: CB-P14 12.0" Round Culvert n=0.013 L=58.0' S=0.0050 '/' Outflow=0.64 cfs 0.047 af Peak Elev=117.15' Inflow=1.68 cfs 0.123 afPond 8P: DMH-P3 24.0" Round Culvert n=0.013 L=129.0' S=0.0050 '/' Outflow=1.68 cfs 0.123 af Peak Elev=118.50' Storage=157 cf Inflow=1.07 cfs 0.081 afPond 9P: Bioretention Basin 2 Outflow=0.95 cfs 0.081 af Peak Elev=116.68' Inflow=3.32 cfs 0.244 afPond 11P: DMH-P5 24.0" Round Culvert n=0.013 L=126.0' S=0.0050 '/' Outflow=3.32 cfs 0.244 af Peak Elev=115.87' Inflow=3.66 cfs 0.268 afPond 12P: WQU-P1 24.0" Round Culvert n=0.013 L=78.0' S=0.0053 '/' Outflow=3.66 cfs 0.268 af Peak Elev=117.82' Inflow=0.04 cfs 0.003 afPond 13P: CB-P18 12.0" Round Culvert n=0.013 L=25.0' S=0.0052 '/' Outflow=0.04 cfs 0.003 af Peak Elev=118.50' Inflow=0.25 cfs 0.020 afPond 14P: CB-P17 12.0" Round Culvert n=0.013 L=39.0' S=0.0051 '/' Outflow=0.25 cfs 0.020 af Peak Elev=119.82' Inflow=1.25 cfs 0.093 afPond 20P: CB-P15 12.0" Round Culvert n=0.013 L=57.0' S=0.0049 '/' Outflow=1.25 cfs 0.093 af Peak Elev=117.58' Inflow=0.64 cfs 0.047 afPond 23P: CB-P4 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=0.64 cfs 0.047 af Peak Elev=117.73' Inflow=1.05 cfs 0.076 afPond 24P: CB-P2 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=1.05 cfs 0.076 af Peak Elev=118.52' Inflow=1.00 cfs 0.075 afPond 25P: CB-P8 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=1.00 cfs 0.075 af Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 6HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=117.58' Inflow=0.64 cfs 0.047 afPond 26P: CB-P6 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=0.64 cfs 0.047 af Peak Elev=112.96' Storage=6,867 cf Inflow=4.81 cfs 0.381 afPond 31P: Infiltration Basin 2 cfs 0.212 af Primary=1.49 cfs 0.132 af Secondary=0.00 cfs 0.000 af Tertiary=0.00 cfs 0.000 af Outflow=1.64 cfs 0.344 af Peak Elev=115.08' Inflow=3.83 cfs 0.279 afPond 32P: WQU-P2 24.0" Round Culvert n=0.013 L=38.0' S=0.0058 '/' Outflow=3.83 cfs 0.279 af Peak Elev=117.44' Inflow=0.18 cfs 0.015 afPond 33P: CB-P19 12.0" Round Culvert n=0.013 L=73.0' S=0.0197 '/' Outflow=0.18 cfs 0.015 af Peak Elev=116.01' Inflow=3.65 cfs 0.264 afPond 34P: DMH-P6 24.0" Round Culvert n=0.013 L=154.0' S=0.0050 '/' Outflow=3.65 cfs 0.264 af Peak Elev=116.59' Inflow=3.04 cfs 0.221 afPond 35P: DMH-P7 24.0" Round Culvert n=0.013 L=111.0' S=0.0050 '/' Outflow=3.04 cfs 0.221 af Peak Elev=117.07' Inflow=2.65 cfs 0.193 afPond 36P: DMH-P8 24.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' Outflow=2.65 cfs 0.193 af Peak Elev=117.54' Inflow=0.91 cfs 0.067 afPond 37P: DMH-P9 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=0.91 cfs 0.067 af Peak Elev=118.98' Inflow=0.22 cfs 0.016 afPond 38P: CB-P11 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' Outflow=0.22 cfs 0.016 af Peak Elev=118.11' Inflow=0.69 cfs 0.051 afPond 39P: CB-P1 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' Outflow=0.69 cfs 0.051 af Peak Elev=117.50' Inflow=0.45 cfs 0.033 afPond 40P: CB-P3 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' Outflow=0.45 cfs 0.033 af Peak Elev=118.40' Inflow=0.68 cfs 0.049 afPond 41P: CB-P7 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' Outflow=0.68 cfs 0.049 af Peak Elev=117.49' Inflow=0.44 cfs 0.032 afPond 42P: CB-P5 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' Outflow=0.44 cfs 0.032 af Peak Elev=117.66' Inflow=0.61 cfs 0.043 afPond 43P: CB-P20 12.0" Round Culvert n=0.013 L=26.0' S=0.0077 '/' Outflow=0.61 cfs 0.043 af Peak Elev=117.55' Inflow=0.21 cfs 0.015 afPond 44P: CB-P9 12.0" Round Culvert n=0.013 L=15.0' S=0.0107 '/' Outflow=0.21 cfs 0.015 af Peak Elev=117.55' Inflow=0.17 cfs 0.012 afPond 45P: CB-P10 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' Outflow=0.17 cfs 0.012 af Peak Elev=117.28' Inflow=1.54 cfs 0.112 afPond 46P: DMH-P10 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=1.54 cfs 0.112 af Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 7HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=118.50' Inflow=0.17 cfs 0.012 afPond 47P: CB-P21 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' Outflow=0.17 cfs 0.012 af Peak Elev=113.64' Storage=4,303 cf Inflow=4.96 cfs 0.371 afPond 59P: Infiltration Basin 1 cfs 0.122 af Primary=0.00 cfs 0.000 af Secondary=3.94 cfs 0.219 af Tertiary=0.00 cfs 0.000 af Outflow=4.03 cfs 0.341 af Peak Elev=111.40' Inflow=7.69 cfs 0.678 afPond 61P: DMH-P11 18.0" Round Culvert n=0.013 L=103.0' S=0.0150 '/' Outflow=7.69 cfs 0.678 af Peak Elev=117.10' Inflow=2.49 cfs 0.207 afPond 67P: DMH-P13 24.0" Round Culvert n=0.013 L=131.0' S=0.0052 '/' Outflow=2.49 cfs 0.207 af Peak Elev=116.95' Inflow=2.49 cfs 0.207 afPond 68P: DMH-3 (Exist.) 12.0" Round Culvert n=0.012 L=191.0' S=-0.0011 '/' Outflow=2.49 cfs 0.207 af Peak Elev=114.46' Inflow=7.68 cfs 0.546 afPond 69P: DMH-1 18.0" Round Culvert n=0.012 L=237.0' S=0.0129 '/' Outflow=7.68 cfs 0.546 af Peak Elev=117.24' Storage=5,004 cf Inflow=4.50 cfs 0.337 afPond 71P: BioRetention Basin 1 Discarded=0.12 cfs 0.193 af Primary=2.86 cfs 0.122 af Secondary=0.00 cfs 0.000 af Outflow=2.98 cfs 0.315 af Peak Elev=117.24' Inflow=0.29 cfs 0.023 afPond 72P: DMH-P2 24.0" Round Culvert n=0.013 L=82.0' S=0.0122 '/' Outflow=0.29 cfs 0.023 af Peak Elev=114.79' Inflow=0.41 cfs 0.032 afPond 73P: WQU-P4 24.0" Round Culvert n=0.013 L=28.0' S=0.0357 '/' Outflow=0.41 cfs 0.032 af Peak Elev=118.84' Inflow=2.94 cfs 0.218 afPond 74P: DMH-P1A 24.0" Round Culvert n=0.013 L=110.0' S=0.0045 '/' Outflow=2.94 cfs 0.218 af Peak Elev=118.02' Inflow=0.33 cfs 0.024 afPond 75P: CB-P22 12.0" Round Culvert n=0.013 L=125.0' S=0.0200 '/' Outflow=0.33 cfs 0.024 af d from J:\H\H1363\Atwood North\Data\Drainage\Existing Drainage Atwood Rd Drainage~Pond 1P.hce Inflow=7.68 cfs 0.546 afLink Area= 2.277 ac 65.92% Imperv. Primary=7.68 cfs 0.546 af Total Runoff Area = 7.795 ac Runoff Volume = 1.492 af Average Runoff Depth = 2.30" 19.65% Pervious = 1.532 ac 80.35% Impervious = 6.264 ac Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 8HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: East Parking Lot (S-E) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.06 cfs @ 12.07 hrs, Volume= 0.078 af, Depth= 2.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 14,787 98 Paved parking, HSG B 2,071 69 50-75% Grass cover, Fair, HSG B 16,858 94 Weighted Average 2,071 12.28% Pervious Area 14,787 87.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 1S: East Parking Lot (S-E) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=16,858 sf Runoff Volume=0.078 af Runoff Depth=2.42" Tc=5.0 min CN=94 1.06 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 9HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Courthouse Drive & Entry [49] Hint: Tc<2dt may require smaller dt Runoff = 0.73 cfs @ 12.07 hrs, Volume= 0.054 af, Depth= 2.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 10,062 98 Paved parking, HSG B 1,175 69 50-75% Grass cover, Fair, HSG B 11,237 95 Weighted Average 1,175 10.46% Pervious Area 10,062 89.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 2S: Courthouse Drive & Entry Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=11,237 sf Runoff Volume=0.054 af Runoff Depth=2.52" Tc=5.0 min CN=95 0.73 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 10HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: East Parking Lot (N-E) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af, Depth= 2.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 8,639 98 Paved parking, HSG B 1,461 69 50-75% Grass cover, Fair, HSG B 10,100 94 Weighted Average 1,461 14.47% Pervious Area 8,639 85.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 3S: East Parking Lot (N-E) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=10,100 sf Runoff Volume=0.047 af Runoff Depth=2.42" Tc=5.0 min CN=94 0.64 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 11HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: East Parking Lot (N-W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.25 cfs @ 12.07 hrs, Volume= 0.093 af, Depth= 2.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 17,565 98 Paved parking, HSG B 1,721 69 50-75% Grass cover, Fair, HSG B 19,286 95 Weighted Average 1,721 8.92% Pervious Area 17,565 91.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 4S: East Parking Lot (N-W-1) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=19,286 sf Runoff Volume=0.093 af Runoff Depth=2.52" Tc=5.0 min CN=95 1.25 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 12HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: East Parking Lot (N-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.13 cfs @ 12.07 hrs, Volume= 0.010 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 1,823 98 Paved parking, HSG B 1,823 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 5S: East Parking Lot (N-W-2) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=1,823 sf Runoff Volume=0.010 af Runoff Depth=2.84" Tc=5.0 min CN=98 0.13 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 13HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Central Parking (N-E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.05 cfs @ 12.07 hrs, Volume= 0.076 af, Depth= 2.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 14,011 98 Paved parking, HSG B 3,138 69 50-75% Grass cover, Fair, HSG B 17,149 93 Weighted Average 3,138 18.30% Pervious Area 14,011 81.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 6S: Central Parking (N-E-1) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=17,149 sf Runoff Volume=0.076 af Runoff Depth=2.32" Tc=5.0 min CN=93 1.05 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 14HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Central Parking (N-E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af, Depth= 2.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 8,617 98 Paved parking, HSG B 1,490 69 50-75% Grass cover, Fair, HSG B 10,107 94 Weighted Average 1,490 14.74% Pervious Area 8,617 85.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 7S: Central Parking (N-E-2) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=10,107 sf Runoff Volume=0.047 af Runoff Depth=2.42" Tc=5.0 min CN=94 0.64 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 15HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Central Parking (N-W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af, Depth= 2.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 8,624 98 Paved parking, HSG B 1,487 69 50-75% Grass cover, Fair, HSG B 10,111 94 Weighted Average 1,487 14.71% Pervious Area 8,624 85.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 8S: Central Parking (N-W-1) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=10,111 sf Runoff Volume=0.047 af Runoff Depth=2.42" Tc=5.0 min CN=94 0.64 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 16HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Central Parking (N-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.00 cfs @ 12.07 hrs, Volume= 0.075 af, Depth= 2.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 14,048 98 Paved parking, HSG B 1,488 69 50-75% Grass cover, Fair, HSG B 15,536 95 Weighted Average 1,488 9.58% Pervious Area 14,048 90.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 9S: Central Parking (N-W-2) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=15,536 sf Runoff Volume=0.075 af Runoff Depth=2.52" Tc=5.0 min CN=95 1.00 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 17HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: North Driveway [49] Hint: Tc<2dt may require smaller dt Runoff = 0.57 cfs @ 12.07 hrs, Volume= 0.041 af, Depth= 2.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 7,700 98 Paved parking, HSG B 1,620 69 50-75% Grass cover, Fair, HSG B 9,320 93 Weighted Average 1,620 17.38% Pervious Area 7,700 82.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 10S: North Driveway Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=9,320 sf Runoff Volume=0.041 af Runoff Depth=2.32" Tc=5.0 min CN=93 0.57 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 18HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: North Parking Lot (E) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.23 cfs @ 12.07 hrs, Volume= 0.018 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 3,273 98 Paved parking, HSG B 3,273 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 11S: North Parking Lot (E) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=3,273 sf Runoff Volume=0.018 af Runoff Depth=2.84" Tc=5.0 min CN=98 0.23 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 19HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: North Parking Lot (W) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.41 cfs @ 12.07 hrs, Volume= 0.032 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 5,907 98 Paved parking, HSG B 5,907 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min. Subcatchment 12S: North Parking Lot (W) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=5,907 sf Runoff Volume=0.032 af Runoff Depth=2.84" Tc=5.0 min CN=98 0.41 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 20HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: BLDG 2 Rear (N) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.33 cfs @ 12.08 hrs, Volume= 0.024 af, Depth= 1.43" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 3,786 98 Paved parking, HSG B 4,888 69 50-75% Grass cover, Fair, HSG B 8,674 82 Weighted Average 4,888 56.35% Pervious Area 3,786 43.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 13S: BLDG 2 Rear (N) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=8,674 sf Runoff Volume=0.024 af Runoff Depth=1.43" Tc=5.0 min CN=82 0.33 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 21HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: BLDG 2 Rear (Center) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.18 cfs @ 12.07 hrs, Volume= 0.015 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 2,678 98 Paved parking, HSG B 2,678 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 14S: BLDG 2 Rear (Center) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=2,678 sf Runoff Volume=0.015 af Runoff Depth=2.84" Tc=5.0 min CN=98 0.18 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 22HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: BLDG 2 Rear (S) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.23 cfs @ 12.08 hrs, Volume= 0.016 af, Depth= 1.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 3,050 98 Paved parking, HSG B 1,317 69 50-75% Grass cover, Fair, HSG B 4,367 89 Weighted Average 1,317 30.16% Pervious Area 3,050 69.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 15S: BLDG 2 Rear (S) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=4,367 sf Runoff Volume=0.016 af Runoff Depth=1.96" Tc=5.0 min CN=89 0.23 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 23HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: BLDG 2 Access Rd. (S) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.38 cfs @ 12.08 hrs, Volume= 0.027 af, Depth= 1.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 4,171 98 Paved parking, HSG B 6,186 69 50-75% Grass cover, Fair, HSG B 10,357 81 Weighted Average 6,186 59.73% Pervious Area 4,171 40.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 16S: BLDG 2 Access Rd. (S) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=10,357 sf Runoff Volume=0.027 af Runoff Depth=1.37" Tc=5.0 min CN=81 0.38 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 24HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: Infiltration Basin Area Runoff = 1.12 cfs @ 12.13 hrs, Volume= 0.102 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 18,868 98 Water Surface, HSG B 18,868 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 50 0.3333 0.45 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.0 17 0.3333 8.66 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 7.6 50 0.0100 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.3 28 0.0100 1.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 9.8 145 Total Subcatchment 17S: Infiltration Basin Area Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=18,868 sf Runoff Volume=0.102 af Runoff Depth=2.84" Flow Length=145' Tc=9.8 min CN=98 1.12 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 25HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Infiltration Basin Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.90 cfs @ 12.07 hrs, Volume= 0.071 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 13,040 98 Water Surface, HSG B 13,040 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 18S: Infiltration Basin Area Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=13,040 sf Runoff Volume=0.071 af Runoff Depth=2.84" Tc=5.0 min CN=98 0.90 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 26HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: BioRetention Basin Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.35 cfs @ 12.07 hrs, Volume= 0.028 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 5,111 98 Water Surface, HSG B 5,111 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 42 0.0200 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" Subcatchment 19S: BioRetention Basin Area Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=5,111 sf Runoff Volume=0.028 af Runoff Depth=2.84" Flow Length=42' Slope=0.0200 '/' Tc=5.0 min CN=98 0.35 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 27HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Wetland Area Runoff = 0.55 cfs @ 12.13 hrs, Volume= 0.046 af, Depth= 0.95" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 8,321 61 >75% Grass cover, Good, HSG B 7,901 60 Woods, Fair, HSG B 9,242 98 Water Surface, HSG B 25,464 74 Weighted Average 16,222 63.71% Pervious Area 9,242 36.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 6 0.1670 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.8 10 0.1000 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.6 17 0.0590 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.1 20 0.2000 0.30 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.9 20 0.0500 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.4 24 0.0420 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 8.3 97 Total Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 28HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 20S: Wetland Area Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=25,464 sf Runoff Volume=0.046 af Runoff Depth=0.95" Flow Length=97' Tc=8.3 min CN=74 0.55 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 29HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: Northern Property Line Boundary [49] Hint: Tc<2dt may require smaller dt Runoff = 0.19 cfs @ 12.10 hrs, Volume= 0.016 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 11,859 69 50-75% Grass cover, Fair, HSG B 11,859 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.8 50 0.0200 0.14 Sheet Flow, First 50' Grass: Short n= 0.150 P2= 3.05" Subcatchment 21S: Northern Property Line Boundary Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=11,859 sf Runoff Volume=0.016 af Runoff Depth=0.71" Flow Length=50' Slope=0.0200 '/' Tc=5.8 min CN=69 0.19 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 30HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 22S: Bioretention Basin Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.35 cfs @ 12.07 hrs, Volume= 0.027 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 5,032 98 Water Surface, HSG B 5,032 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 22S: Bioretention Basin Area Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=5,032 sf Runoff Volume=0.027 af Runoff Depth=2.84" Tc=5.0 min CN=98 0.35 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 31HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: Bldg. 1 Roof [49] Hint: Tc<2dt may require smaller dt Runoff = 1.60 cfs @ 12.07 hrs, Volume= 0.126 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 22,000 98 Roofs, HSG B 1,295 98 Roofs, HSG B 23,295 98 Weighted Average 23,295 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 23S: Bldg. 1 Roof Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=23,295 sf Runoff Volume=0.126 af Runoff Depth=2.84" Tc=5.0 min CN=98 1.60 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 32HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 24S: Bldg. 2 Roof Runoff = 1.29 cfs @ 12.09 hrs, Volume= 0.105 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 18,000 98 Roofs, HSG B 1,260 98 Roofs, HSG B 19,260 98 Weighted Average 19,260 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc = 6 min Subcatchment 24S: Bldg. 2 Roof Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=19,260 sf Runoff Volume=0.105 af Runoff Depth=2.84" Tc=6.0 min CN=98 1.29 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 33HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 25S: Central Parking (S-E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.69 cfs @ 12.07 hrs, Volume= 0.051 af, Depth= 2.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 9,601 98 Paved parking, HSG B 1,410 69 50-75% Grass cover, Fair, HSG B 11,011 94 Weighted Average 1,410 12.81% Pervious Area 9,601 87.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 25S: Central Parking (S-E-1) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=11,011 sf Runoff Volume=0.051 af Runoff Depth=2.42" Tc=5.0 min CN=94 0.69 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 34HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 26S: Central Parking (S-E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.45 cfs @ 12.07 hrs, Volume= 0.033 af, Depth= 2.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 6,054 98 Paved parking, HSG B 1,102 69 50-75% Grass cover, Fair, HSG B 7,156 94 Weighted Average 1,102 15.40% Pervious Area 6,054 84.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 26S: Central Parking (S-E-2) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=7,156 sf Runoff Volume=0.033 af Runoff Depth=2.42" Tc=5.0 min CN=94 0.45 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 35HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 27S: Central Parking (S-W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.44 cfs @ 12.07 hrs, Volume= 0.032 af, Depth= 2.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 6,033 98 Paved parking, HSG B 1,115 69 50-75% Grass cover, Fair, HSG B 7,148 93 Weighted Average 1,115 15.60% Pervious Area 6,033 84.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 27S: Central Parking (S-W-1) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=7,148 sf Runoff Volume=0.032 af Runoff Depth=2.32" Tc=5.0 min CN=93 0.44 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 36HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 28S: Central Parking (S-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.68 cfs @ 12.07 hrs, Volume= 0.049 af, Depth= 2.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 9,080 98 Paved parking, HSG B 2,486 69 50-75% Grass cover, Fair, HSG B 11,566 92 Weighted Average 2,486 21.49% Pervious Area 9,080 78.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 28S: Central Parking (S-W-2) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=11,566 sf Runoff Volume=0.049 af Runoff Depth=2.23" Tc=5.0 min CN=92 0.68 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 37HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 29S: BLDG 2 Drive-up [49] Hint: Tc<2dt may require smaller dt Runoff = 0.21 cfs @ 12.08 hrs, Volume= 0.015 af, Depth= 1.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 2,796 98 Water Surface, HSG B 780 69 50-75% Grass cover, Fair, HSG B 461 69 50-75% Grass cover, Fair, HSG B 4,037 89 Weighted Average 1,241 30.74% Pervious Area 2,796 69.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 29S: BLDG 2 Drive-up Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=4,037 sf Runoff Volume=0.015 af Runoff Depth=1.96" Tc=5.0 min CN=89 0.21 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 38HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 30S: South Driveway (W) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.17 cfs @ 12.07 hrs, Volume= 0.012 af, Depth= 2.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 2,277 98 Paved parking, HSG B 501 69 50-75% Grass cover, Fair, HSG B 2,778 93 Weighted Average 501 18.03% Pervious Area 2,277 81.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 30S: South Driveway (W) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=2,778 sf Runoff Volume=0.012 af Runoff Depth=2.32" Tc=5.0 min CN=93 0.17 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 39HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 31S: South Driveway (Center) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.17 cfs @ 12.07 hrs, Volume= 0.012 af, Depth= 2.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 2,344 98 Paved parking, HSG B 563 69 50-75% Grass cover, Fair, HSG B 2,907 92 Weighted Average 563 19.37% Pervious Area 2,344 80.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 31S: South Driveway (Center) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=2,907 sf Runoff Volume=0.012 af Runoff Depth=2.23" Tc=5.0 min CN=92 0.17 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 40HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 32S: South Driveway (E) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.22 cfs @ 12.08 hrs, Volume= 0.016 af, Depth= 1.65" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 2,807 98 Paved parking, HSG B 604 69 50-75% Grass cover, Fair, HSG B 1,571 69 50-75% Grass cover, Fair, HSG B 4,982 85 Weighted Average 2,175 43.66% Pervious Area 2,807 56.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 32S: South Driveway (E) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=4,982 sf Runoff Volume=0.016 af Runoff Depth=1.65" Tc=5.0 min CN=85 0.22 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 41HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 74S: North Parking Lot (C) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.25 cfs @ 12.07 hrs, Volume= 0.020 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 3,619 98 Paved parking, HSG B 3,619 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min Subcatchment 74S: North Parking Lot (C) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=3,619 sf Runoff Volume=0.020 af Runoff Depth=2.84" Tc=5.0 min CN=98 0.25 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 42HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 75S: North Parking Lot Drive [49] Hint: Tc<2dt may require smaller dt Runoff = 0.04 cfs @ 12.07 hrs, Volume= 0.003 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 600 98 Paved parking, HSG B 600 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min. Subcatchment 75S: North Parking Lot Drive Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=600 sf Runoff Volume=0.003 af Runoff Depth=2.84" Tc=5.0 min CN=98 0.04 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 43HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 77S: East Parking Lot (N-E2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.35 cfs @ 12.07 hrs, Volume= 0.027 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (sf) CN Description 5,047 98 Paved parking, HSG B 5,047 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min. Subcatchment 77S: East Parking Lot (N-E2) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=5,047 sf Runoff Volume=0.027 af Runoff Depth=2.84" Tc=5.0 min CN=98 0.35 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 44HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 71R: Design Point 2 - Northern Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.437 ac, 82.35% Impervious, Inflow Depth = 1.33" for 2-Year event Inflow = 4.18 cfs @ 12.15 hrs, Volume= 0.270 af Outflow = 4.18 cfs @ 12.15 hrs, Volume= 0.270 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Reach 71R: Design Point 2 - Northern Wetland Area Inflow Outflow Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)4 3 2 1 0 Inflow Area=2.437 ac 4.18 cfs4.18 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 45HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 72R: Design Point 1 - Western Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 7.635 ac, 75.41% Impervious, Inflow Depth = 1.48" for 2-Year event Inflow = 11.49 cfs @ 12.09 hrs, Volume= 0.944 af Outflow = 11.49 cfs @ 12.09 hrs, Volume= 0.944 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Reach 72R: Design Point 1 - Western Wetland Area Inflow Outflow Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.635 ac 11.49 cfs11.49 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 46HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 2P: CB-P13 Inflow Area = 0.387 ac, 87.72% Impervious, Inflow Depth = 2.42" for 2-Year event Inflow = 1.06 cfs @ 12.07 hrs, Volume= 0.078 af Outflow = 1.06 cfs @ 12.07 hrs, Volume= 0.078 af, Atten= 0%, Lag= 0.0 min Primary = 1.06 cfs @ 12.07 hrs, Volume= 0.078 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.54' @ 12.07 hrs Flood Elev= 122.20' Device Routing Invert Outlet Devices #1 Primary 119.90'12.0" Round Culvert L= 84.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.90' / 119.48' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.02 cfs @ 12.07 hrs HW=120.53' (Free Discharge) 1=Culvert (Barrel Controls 1.02 cfs @ 2.82 fps) Pond 2P: CB-P13 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.387 ac Peak Elev=120.54' 12.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' 1.06 cfs1.06 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 47HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 3P: DMH-P1 Inflow Area = 0.619 ac, 86.90% Impervious, Inflow Depth = 2.42" for 2-Year event Inflow = 1.70 cfs @ 12.07 hrs, Volume= 0.125 af Outflow = 1.70 cfs @ 12.07 hrs, Volume= 0.125 af, Atten= 0%, Lag= 0.0 min Primary = 1.70 cfs @ 12.07 hrs, Volume= 0.125 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.43' @ 12.07 hrs Flood Elev= 123.60' Device Routing Invert Outlet Devices #1 Primary 118.70'18.0" Round Culvert L= 201.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.70' / 118.00' S= 0.0035 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.63 cfs @ 12.07 hrs HW=119.42' (Free Discharge) 1=Culvert (Barrel Controls 1.63 cfs @ 2.86 fps) Pond 3P: DMH-P1 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.619 ac Peak Elev=119.43' 18.0" Round Culvert n=0.013 L=201.0' S=0.0035 '/' 1.70 cfs1.70 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 48HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 4P: CB-P14 Inflow Area = 0.232 ac, 85.53% Impervious, Inflow Depth = 2.42" for 2-Year event Inflow = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af Outflow = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af, Atten= 0%, Lag= 0.0 min Primary = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.39' @ 12.07 hrs Flood Elev= 122.20' Device Routing Invert Outlet Devices #1 Primary 119.90'12.0" Round Culvert L= 58.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.90' / 119.61' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.61 cfs @ 12.07 hrs HW=120.37' (Free Discharge) 1=Culvert (Barrel Controls 0.61 cfs @ 2.44 fps) Pond 4P: CB-P14 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Inflow Area=0.232 ac Peak Elev=120.39' 12.0" Round Culvert n=0.013 L=58.0' S=0.0050 '/' 0.64 cfs0.64 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 49HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 8P: DMH-P3 [79] Warning: Submerged Pond 23P Primary device # 1 INLET by 0.04' [79] Warning: Submerged Pond 24P Primary device # 1 INLET by 0.04' Inflow Area = 0.626 ac, 83.02% Impervious, Inflow Depth = 2.36" for 2-Year event Inflow = 1.68 cfs @ 12.07 hrs, Volume= 0.123 af Outflow = 1.68 cfs @ 12.07 hrs, Volume= 0.123 af, Atten= 0%, Lag= 0.0 min Primary = 1.68 cfs @ 12.07 hrs, Volume= 0.123 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.15' @ 12.07 hrs Flood Elev= 120.37' Device Routing Invert Outlet Devices #1 Primary 116.53'24.0" Round Culvert L= 129.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.53' / 115.89' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.62 cfs @ 12.07 hrs HW=117.13' (Free Discharge) 1=Culvert (Barrel Controls 1.62 cfs @ 3.03 fps) Pond 8P: DMH-P3 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.626 ac Peak Elev=117.15' 24.0" Round Culvert n=0.013 L=129.0' S=0.0050 '/' 1.68 cfs1.68 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 50HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 9P: Bioretention Basin 2 Inflow Area = 0.373 ac, 92.78% Impervious, Inflow Depth = 2.62" for 2-Year event Inflow = 1.07 cfs @ 12.07 hrs, Volume= 0.081 af Outflow = 0.95 cfs @ 12.11 hrs, Volume= 0.081 af, Atten= 11%, Lag= 2.6 min Primary = 0.95 cfs @ 12.11 hrs, Volume= 0.081 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.50' @ 12.11 hrs Surf.Area= 394 sf Storage= 157 cf Flood Elev= 121.10' Surf.Area= 1,676 sf Storage= 2,212 cf Plug-Flow detention time= 10.7 min calculated for 0.081 af (99% of inflow) Center-of-Mass det. time= 7.2 min ( 780.1 - 773.0 ) Volume Invert Avail.Storage Storage Description #1 116.50' 2,212 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 116.50 394 99.4 0.0 0 0 394 116.76 394 99.4 20.0 20 20 420 118.99 394 99.4 20.0 176 196 642 119.00 394 99.4 100.0 4 200 643 120.00 1,015 204.0 100.0 680 881 3,172 121.00 1,676 228.0 100.0 1,332 2,212 4,025 Device Routing Invert Outlet Devices #1 Primary 116.66'12.0" Round Culvert L= 38.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.66' / 116.45' S= 0.0055 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2 Device 1 120.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 116.76'6.0" Round Culvert L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 116.76' / 116.66' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.93 cfs @ 12.11 hrs HW=118.45' (Free Discharge) 1=Culvert (Passes 0.93 cfs of 3.39 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Culvert (Barrel Controls 0.93 cfs @ 4.75 fps) Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 51HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Pond 9P: Bioretention Basin 2 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.373 ac Peak Elev=118.50' Storage=157 cf 1.07 cfs 0.95 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 52HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 11P: DMH-P5 [79] Warning: Submerged Pond 8P Primary device # 1 INLET by 0.14' [79] Warning: Submerged Pond 26P Primary device # 1 OUTLET by 0.04' Inflow Area = 1.214 ac, 85.63% Impervious, Inflow Depth = 2.42" for 2-Year event Inflow = 3.32 cfs @ 12.07 hrs, Volume= 0.244 af Outflow = 3.32 cfs @ 12.07 hrs, Volume= 0.244 af, Atten= 0%, Lag= 0.0 min Primary = 3.32 cfs @ 12.07 hrs, Volume= 0.244 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.68' @ 12.07 hrs Flood Elev= 120.38' Device Routing Invert Outlet Devices #1 Primary 115.79'24.0" Round Culvert L= 126.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.79' / 115.16' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=3.20 cfs @ 12.07 hrs HW=116.66' (Free Discharge) 1=Culvert (Barrel Controls 3.20 cfs @ 3.58 fps) Pond 11P: DMH-P5 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)3 2 1 0 Inflow Area=1.214 ac Peak Elev=116.68' 24.0" Round Culvert n=0.013 L=126.0' S=0.0050 '/' 3.32 cfs3.32 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 53HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 12P: WQU-P1 [79] Warning: Submerged Pond 11P Primary device # 1 INLET by 0.06' [79] Warning: Submerged Pond 75P Primary device # 1 OUTLET by 0.65' Inflow Area = 1.414 ac, 79.71% Impervious, Inflow Depth = 2.28" for 2-Year event Inflow = 3.66 cfs @ 12.07 hrs, Volume= 0.268 af Outflow = 3.66 cfs @ 12.07 hrs, Volume= 0.268 af, Atten= 0%, Lag= 0.0 min Primary = 3.66 cfs @ 12.07 hrs, Volume= 0.268 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 115.87' @ 12.07 hrs Flood Elev= 121.21' Device Routing Invert Outlet Devices #1 Primary 114.91'24.0" Round Culvert L= 78.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.91' / 114.50' S= 0.0053 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=3.52 cfs @ 12.07 hrs HW=115.85' (Free Discharge) 1=Culvert (Barrel Controls 3.52 cfs @ 3.57 fps) Pond 12P: WQU-P1 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)4 3 2 1 0 Inflow Area=1.414 ac Peak Elev=115.87' 24.0" Round Culvert n=0.013 L=78.0' S=0.0053 '/' 3.66 cfs3.66 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 54HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 13P: CB-P18 Inflow Area = 0.014 ac,100.00% Impervious, Inflow Depth = 2.84" for 2-Year event Inflow = 0.04 cfs @ 12.07 hrs, Volume= 0.003 af Outflow = 0.04 cfs @ 12.07 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Primary = 0.04 cfs @ 12.07 hrs, Volume= 0.003 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.82' @ 12.07 hrs Flood Elev= 120.00' Device Routing Invert Outlet Devices #1 Primary 117.70'12.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.70' / 117.57' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.04 cfs @ 12.07 hrs HW=117.82' (Free Discharge) 1=Culvert (Barrel Controls 0.04 cfs @ 1.16 fps) Pond 13P: CB-P18 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.014 ac Peak Elev=117.82' 12.0" Round Culvert n=0.013 L=25.0' S=0.0052 '/' 0.04 cfs0.04 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 55HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 14P: CB-P17 Inflow Area = 0.083 ac,100.00% Impervious, Inflow Depth = 2.84" for 2-Year event Inflow = 0.25 cfs @ 12.07 hrs, Volume= 0.020 af Outflow = 0.25 cfs @ 12.07 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.0 min Primary = 0.25 cfs @ 12.07 hrs, Volume= 0.020 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.50' @ 12.07 hrs Flood Elev= 120.50' Device Routing Invert Outlet Devices #1 Primary 118.20'12.0" Round Culvert L= 39.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.20' / 118.00' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.24 cfs @ 12.07 hrs HW=118.49' (Free Discharge) 1=Culvert (Barrel Controls 0.24 cfs @ 1.90 fps) Pond 14P: CB-P17 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.083 ac Peak Elev=118.50' 12.0" Round Culvert n=0.013 L=39.0' S=0.0051 '/' 0.25 cfs0.25 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 56HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 20P: CB-P15 Inflow Area = 0.443 ac, 91.08% Impervious, Inflow Depth = 2.52" for 2-Year event Inflow = 1.25 cfs @ 12.07 hrs, Volume= 0.093 af Outflow = 1.25 cfs @ 12.07 hrs, Volume= 0.093 af, Atten= 0%, Lag= 0.0 min Primary = 1.25 cfs @ 12.07 hrs, Volume= 0.093 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.82' @ 12.07 hrs Flood Elev= 121.40' Device Routing Invert Outlet Devices #1 Primary 119.10'12.0" Round Culvert L= 57.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.10' / 118.82' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.20 cfs @ 12.07 hrs HW=119.80' (Free Discharge) 1=Culvert (Barrel Controls 1.20 cfs @ 2.85 fps) Pond 20P: CB-P15 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.443 ac Peak Elev=119.82' 12.0" Round Culvert n=0.013 L=57.0' S=0.0049 '/' 1.25 cfs1.25 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 57HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 23P: CB-P4 Inflow Area = 0.232 ac, 85.26% Impervious, Inflow Depth = 2.42" for 2-Year event Inflow = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af Outflow = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af, Atten= 0%, Lag= 0.0 min Primary = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.58' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.63' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.61 cfs @ 12.07 hrs HW=117.57' (Free Discharge) 1=Culvert (Barrel Controls 0.61 cfs @ 2.50 fps) Pond 23P: CB-P4 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Inflow Area=0.232 ac Peak Elev=117.58' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 0.64 cfs0.64 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 58HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 24P: CB-P2 Inflow Area = 0.394 ac, 81.70% Impervious, Inflow Depth = 2.32" for 2-Year event Inflow = 1.05 cfs @ 12.07 hrs, Volume= 0.076 af Outflow = 1.05 cfs @ 12.07 hrs, Volume= 0.076 af, Atten= 0%, Lag= 0.0 min Primary = 1.05 cfs @ 12.07 hrs, Volume= 0.076 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.73' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.63' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.01 cfs @ 12.07 hrs HW=117.72' (Free Discharge) 1=Culvert (Barrel Controls 1.01 cfs @ 2.82 fps) Pond 24P: CB-P2 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.394 ac Peak Elev=117.73' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 1.05 cfs1.05 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 59HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 25P: CB-P8 Inflow Area = 0.357 ac, 90.42% Impervious, Inflow Depth = 2.52" for 2-Year event Inflow = 1.00 cfs @ 12.07 hrs, Volume= 0.075 af Outflow = 1.00 cfs @ 12.07 hrs, Volume= 0.075 af, Atten= 0%, Lag= 0.0 min Primary = 1.00 cfs @ 12.07 hrs, Volume= 0.075 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.52' @ 12.07 hrs Flood Elev= 120.20' Device Routing Invert Outlet Devices #1 Primary 117.90'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.90' / 117.43' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.97 cfs @ 12.07 hrs HW=118.50' (Free Discharge) 1=Culvert (Barrel Controls 0.97 cfs @ 2.80 fps) Pond 25P: CB-P8 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.357 ac Peak Elev=118.52' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 1.00 cfs1.00 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 60HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 26P: CB-P6 Inflow Area = 0.232 ac, 85.29% Impervious, Inflow Depth = 2.42" for 2-Year event Inflow = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af Outflow = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af, Atten= 0%, Lag= 0.0 min Primary = 0.64 cfs @ 12.07 hrs, Volume= 0.047 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.58' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.63' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.61 cfs @ 12.07 hrs HW=117.57' (Free Discharge) 1=Culvert (Barrel Controls 0.61 cfs @ 2.50 fps) Pond 26P: CB-P6 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Inflow Area=0.232 ac Peak Elev=117.58' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 0.64 cfs0.64 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 61HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 31P: Infiltration Basin 2 Inflow Area = 3.865 ac, 81.83% Impervious, Inflow Depth = 1.18" for 2-Year event Inflow = 4.81 cfs @ 12.08 hrs, Volume= 0.381 af Outflow = 1.64 cfs @ 12.40 hrs, Volume= 0.344 af, Atten= 66%, Lag= 18.9 min Discarded = 0.16 cfs @ 12.40 hrs, Volume= 0.212 af Primary = 1.49 cfs @ 12.40 hrs, Volume= 0.132 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Tertiary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 112.96' @ 12.40 hrs Surf.Area= 4,432 sf Storage= 6,867 cf Flood Elev= 116.25' Surf.Area= 8,253 sf Storage= 25,875 cf Plug-Flow detention time= 251.0 min calculated for 0.344 af (90% of inflow) Center-of-Mass det. time= 203.8 min ( 992.7 - 789.0 ) Volume Invert Avail.Storage Storage Description #1 111.00' 25,875 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 111.00 2,679 243.0 0 0 2,679 112.00 3,513 291.0 3,087 3,087 4,736 112.50 3,957 300.0 1,866 4,953 5,184 113.00 4,478 334.0 2,107 7,060 6,907 114.00 5,597 381.0 5,027 12,088 9,605 115.00 6,884 428.0 6,229 18,317 12,658 116.00 8,253 437.0 7,558 25,875 13,413 Device Routing Invert Outlet Devices #1 Discarded 111.00'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #2 Secondary 113.00'24.0" Round Culvert L= 36.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.00' / 112.00' S= 0.0278 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #3 Primary 112.00'12.0" Round Culvert L= 35.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 112.00' / 111.00' S= 0.0286 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #4 Device 3 115.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 3 112.50'18.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 #6 Tertiary 116.00'8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 62HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.16 cfs @ 12.40 hrs HW=112.96' (Free Discharge) 1=Exfiltration ( Controls 0.16 cfs) Primary OutFlow Max=1.49 cfs @ 12.40 hrs HW=112.96' (Free Discharge) 3=Culvert (Passes 1.49 cfs of 2.03 cfs potential flow) 4=Orifice/Grate ( Controls 0.00 cfs) 5=Orifice/Grate (Orifice Controls 1.49 cfs @ 2.17 fps) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 2=Culvert ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 31P: Infiltration Basin 2 Inflow Outflow Discarded Primary Secondary Tertiary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)5 4 3 2 1 0 Inflow Area=3.865 ac Peak Elev=112.96' Storage=6,867 cf 4.81 cfs 1.64 cfs 0.16 cfs 1.49 cfs 0.00 cfs0.00 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 63HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 32P: WQU-P2 [79] Warning: Submerged Pond 34P Primary device # 1 OUTLET by 0.75' Inflow Area = 1.584 ac, 73.77% Impervious, Inflow Depth = 2.11" for 2-Year event Inflow = 3.83 cfs @ 12.07 hrs, Volume= 0.279 af Outflow = 3.83 cfs @ 12.07 hrs, Volume= 0.279 af, Atten= 0%, Lag= 0.0 min Primary = 3.83 cfs @ 12.07 hrs, Volume= 0.279 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 115.08' @ 12.07 hrs Flood Elev= 121.21' Device Routing Invert Outlet Devices #1 Primary 114.06'24.0" Round Culvert L= 38.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.06' / 113.84' S= 0.0058 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=3.69 cfs @ 12.07 hrs HW=115.05' (Free Discharge) 1=Culvert (Barrel Controls 3.69 cfs @ 3.46 fps) Pond 32P: WQU-P2 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)4 3 2 1 0 Inflow Area=1.584 ac Peak Elev=115.08' 24.0" Round Culvert n=0.013 L=38.0' S=0.0058 '/' 3.83 cfs3.83 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 64HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 33P: CB-P19 Inflow Area = 0.061 ac,100.00% Impervious, Inflow Depth = 2.84" for 2-Year event Inflow = 0.18 cfs @ 12.07 hrs, Volume= 0.015 af Outflow = 0.18 cfs @ 12.07 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Primary = 0.18 cfs @ 12.07 hrs, Volume= 0.015 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.44' @ 12.07 hrs Flood Elev= 119.50' Device Routing Invert Outlet Devices #1 Primary 117.20'12.0" Round Culvert L= 73.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.20' / 115.76' S= 0.0197 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.18 cfs @ 12.07 hrs HW=117.43' (Free Discharge) 1=Culvert (Inlet Controls 0.18 cfs @ 1.29 fps) Pond 33P: CB-P19 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.061 ac Peak Elev=117.44' 12.0" Round Culvert n=0.013 L=73.0' S=0.0197 '/' 0.18 cfs0.18 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 65HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 34P: DMH-P6 [79] Warning: Submerged Pond 35P Primary device # 1 INLET by 0.25' Inflow Area = 1.522 ac, 72.71% Impervious, Inflow Depth = 2.08" for 2-Year event Inflow = 3.65 cfs @ 12.07 hrs, Volume= 0.264 af Outflow = 3.65 cfs @ 12.07 hrs, Volume= 0.264 af, Atten= 0%, Lag= 0.0 min Primary = 3.65 cfs @ 12.07 hrs, Volume= 0.264 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.01' @ 12.07 hrs Flood Elev= 120.00' Device Routing Invert Outlet Devices #1 Primary 115.08'24.0" Round Culvert L= 154.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.08' / 114.31' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=3.51 cfs @ 12.07 hrs HW=115.99' (Free Discharge) 1=Culvert (Barrel Controls 3.51 cfs @ 3.71 fps) Pond 34P: DMH-P6 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)4 3 2 1 0 Inflow Area=1.522 ac Peak Elev=116.01' 24.0" Round Culvert n=0.013 L=154.0' S=0.0050 '/' 3.65 cfs3.65 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 66HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 35P: DMH-P7 [79] Warning: Submerged Pond 36P Primary device # 1 INLET by 0.32' Inflow Area = 1.184 ac, 79.46% Impervious, Inflow Depth = 2.24" for 2-Year event Inflow = 3.04 cfs @ 12.07 hrs, Volume= 0.221 af Outflow = 3.04 cfs @ 12.07 hrs, Volume= 0.221 af, Atten= 0%, Lag= 0.0 min Primary = 3.04 cfs @ 12.07 hrs, Volume= 0.221 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.59' @ 12.07 hrs Flood Elev= 120.84' Device Routing Invert Outlet Devices #1 Primary 115.74'24.0" Round Culvert L= 111.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.74' / 115.18' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.92 cfs @ 12.07 hrs HW=116.57' (Free Discharge) 1=Culvert (Barrel Controls 2.92 cfs @ 3.48 fps) Pond 35P: DMH-P7 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)3 2 1 0 Inflow Area=1.184 ac Peak Elev=116.59' 24.0" Round Culvert n=0.013 L=111.0' S=0.0050 '/' 3.04 cfs3.04 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 67HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 36P: DMH-P8 [79] Warning: Submerged Pond 42P Primary device # 1 OUTLET by 0.30' [79] Warning: Submerged Pond 46P Primary device # 1 INLET by 0.38' Inflow Area = 1.028 ac, 80.23% Impervious, Inflow Depth = 2.26" for 2-Year event Inflow = 2.65 cfs @ 12.07 hrs, Volume= 0.193 af Outflow = 2.65 cfs @ 12.07 hrs, Volume= 0.193 af, Atten= 0%, Lag= 0.0 min Primary = 2.65 cfs @ 12.07 hrs, Volume= 0.193 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.07' @ 12.07 hrs Flood Elev= 120.83' Device Routing Invert Outlet Devices #1 Primary 116.26'24.0" Round Culvert L= 84.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.26' / 115.84' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.55 cfs @ 12.07 hrs HW=117.05' (Free Discharge) 1=Culvert (Barrel Controls 2.55 cfs @ 3.29 fps) Pond 36P: DMH-P8 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Inflow Area=1.028 ac Peak Elev=117.07' 24.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' 2.65 cfs2.65 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 68HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 37P: DMH-P9 [79] Warning: Submerged Pond 39P Primary device # 1 OUTLET by 0.28' Inflow Area = 0.367 ac, 77.58% Impervious, Inflow Depth = 2.18" for 2-Year event Inflow = 0.91 cfs @ 12.07 hrs, Volume= 0.067 af Outflow = 0.91 cfs @ 12.07 hrs, Volume= 0.067 af, Atten= 0%, Lag= 0.0 min Primary = 0.91 cfs @ 12.07 hrs, Volume= 0.067 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.54' @ 12.07 hrs Flood Elev= 121.25' Device Routing Invert Outlet Devices #1 Primary 117.08'24.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.08' / 116.77' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.88 cfs @ 12.07 hrs HW=117.53' (Free Discharge) 1=Culvert (Barrel Controls 0.88 cfs @ 2.49 fps) Pond 37P: DMH-P9 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.367 ac Peak Elev=117.54' 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' 0.91 cfs0.91 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 69HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 38P: CB-P11 Inflow Area = 0.114 ac, 56.34% Impervious, Inflow Depth = 1.65" for 2-Year event Inflow = 0.22 cfs @ 12.08 hrs, Volume= 0.016 af Outflow = 0.22 cfs @ 12.08 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.0 min Primary = 0.22 cfs @ 12.08 hrs, Volume= 0.016 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.98' @ 12.08 hrs Flood Elev= 121.00' Device Routing Invert Outlet Devices #1 Primary 118.70'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.70' / 118.55' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.21 cfs @ 12.08 hrs HW=118.98' (Free Discharge) 1=Culvert (Barrel Controls 0.21 cfs @ 1.82 fps) Pond 38P: CB-P11 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.114 ac Peak Elev=118.98' 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' 0.22 cfs0.22 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 70HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 39P: CB-P1 Inflow Area = 0.253 ac, 87.19% Impervious, Inflow Depth = 2.42" for 2-Year event Inflow = 0.69 cfs @ 12.07 hrs, Volume= 0.051 af Outflow = 0.69 cfs @ 12.07 hrs, Volume= 0.051 af, Atten= 0%, Lag= 0.0 min Primary = 0.69 cfs @ 12.07 hrs, Volume= 0.051 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.11' @ 12.07 hrs Flood Elev= 119.90' Device Routing Invert Outlet Devices #1 Primary 117.60'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.60' / 117.25' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.67 cfs @ 12.07 hrs HW=118.09' (Free Discharge) 1=Culvert (Barrel Controls 0.67 cfs @ 2.52 fps) Pond 39P: CB-P1 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Inflow Area=0.253 ac Peak Elev=118.11' 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' 0.69 cfs0.69 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 71HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 40P: CB-P3 Inflow Area = 0.164 ac, 84.60% Impervious, Inflow Depth = 2.42" for 2-Year event Inflow = 0.45 cfs @ 12.07 hrs, Volume= 0.033 af Outflow = 0.45 cfs @ 12.07 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.0 min Primary = 0.45 cfs @ 12.07 hrs, Volume= 0.033 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.50' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.75' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.43 cfs @ 12.07 hrs HW=117.49' (Free Discharge) 1=Culvert (Barrel Controls 0.43 cfs @ 2.26 fps) Pond 40P: CB-P3 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.164 ac Peak Elev=117.50' 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' 0.45 cfs0.45 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 72HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 41P: CB-P7 Inflow Area = 0.266 ac, 78.51% Impervious, Inflow Depth = 2.23" for 2-Year event Inflow = 0.68 cfs @ 12.07 hrs, Volume= 0.049 af Outflow = 0.68 cfs @ 12.07 hrs, Volume= 0.049 af, Atten= 0%, Lag= 0.0 min Primary = 0.68 cfs @ 12.07 hrs, Volume= 0.049 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.40' @ 12.07 hrs Flood Elev= 120.20' Device Routing Invert Outlet Devices #1 Primary 117.90'12.0" Round Culvert L= 69.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.90' / 117.55' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.66 cfs @ 12.07 hrs HW=118.39' (Free Discharge) 1=Culvert (Barrel Controls 0.66 cfs @ 2.52 fps) Pond 41P: CB-P7 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Inflow Area=0.266 ac Peak Elev=118.40' 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' 0.68 cfs0.68 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 73HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 42P: CB-P5 Inflow Area = 0.164 ac, 84.40% Impervious, Inflow Depth = 2.32" for 2-Year event Inflow = 0.44 cfs @ 12.07 hrs, Volume= 0.032 af Outflow = 0.44 cfs @ 12.07 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.0 min Primary = 0.44 cfs @ 12.07 hrs, Volume= 0.032 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.49' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 69.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.75' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.42 cfs @ 12.07 hrs HW=117.48' (Free Discharge) 1=Culvert (Barrel Controls 0.42 cfs @ 2.25 fps) Pond 42P: CB-P5 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.164 ac Peak Elev=117.49' 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' 0.44 cfs0.44 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 74HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 43P: CB-P20 Inflow Area = 0.338 ac, 49.04% Impervious, Inflow Depth = 1.54" for 2-Year event Inflow = 0.61 cfs @ 12.08 hrs, Volume= 0.043 af Outflow = 0.61 cfs @ 12.08 hrs, Volume= 0.043 af, Atten= 0%, Lag= 0.0 min Primary = 0.61 cfs @ 12.08 hrs, Volume= 0.043 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.66' @ 12.08 hrs Flood Elev= 119.50' Device Routing Invert Outlet Devices #1 Primary 117.20'12.0" Round Culvert L= 26.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.20' / 117.00' S= 0.0077 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.59 cfs @ 12.08 hrs HW=117.65' (Free Discharge) 1=Culvert (Barrel Controls 0.59 cfs @ 2.54 fps) Pond 43P: CB-P20 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.6 0.5 0.4 0.3 0.2 0.1 0 Inflow Area=0.338 ac Peak Elev=117.66' 12.0" Round Culvert n=0.013 L=26.0' S=0.0077 '/' 0.61 cfs0.61 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 75HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 44P: CB-P9 Inflow Area = 0.093 ac, 69.26% Impervious, Inflow Depth = 1.96" for 2-Year event Inflow = 0.21 cfs @ 12.08 hrs, Volume= 0.015 af Outflow = 0.21 cfs @ 12.08 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Primary = 0.21 cfs @ 12.08 hrs, Volume= 0.015 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.55' @ 12.08 hrs Flood Elev= 119.60' Device Routing Invert Outlet Devices #1 Primary 117.30'12.0" Round Culvert L= 15.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.30' / 117.14' S= 0.0107 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.21 cfs @ 12.08 hrs HW=117.55' (Free Discharge) 1=Culvert (Inlet Controls 0.21 cfs @ 1.34 fps) Pond 44P: CB-P9 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.093 ac Peak Elev=117.55' 12.0" Round Culvert n=0.013 L=15.0' S=0.0107 '/' 0.21 cfs0.21 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 76HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 45P: CB-P10 Inflow Area = 0.064 ac, 81.97% Impervious, Inflow Depth = 2.32" for 2-Year event Inflow = 0.17 cfs @ 12.07 hrs, Volume= 0.012 af Outflow = 0.17 cfs @ 12.07 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Primary = 0.17 cfs @ 12.07 hrs, Volume= 0.012 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.55' @ 12.07 hrs Flood Elev= 119.60' Device Routing Invert Outlet Devices #1 Primary 117.30'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.30' / 117.15' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.16 cfs @ 12.07 hrs HW=117.54' (Free Discharge) 1=Culvert (Barrel Controls 0.16 cfs @ 1.69 fps) Pond 45P: CB-P10 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.064 ac Peak Elev=117.55' 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' 0.17 cfs0.17 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 77HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 46P: DMH-P10 [79] Warning: Submerged Pond 37P Primary device # 1 INLET by 0.19' [79] Warning: Submerged Pond 40P Primary device # 1 INLET by 0.17' Inflow Area = 0.598 ac, 79.85% Impervious, Inflow Depth = 2.25" for 2-Year event Inflow = 1.54 cfs @ 12.07 hrs, Volume= 0.112 af Outflow = 1.54 cfs @ 12.07 hrs, Volume= 0.112 af, Atten= 0%, Lag= 0.0 min Primary = 1.54 cfs @ 12.07 hrs, Volume= 0.112 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.28' @ 12.07 hrs Flood Elev= 120.80' Device Routing Invert Outlet Devices #1 Primary 116.67'24.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.67' / 116.36' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.48 cfs @ 12.07 hrs HW=117.26' (Free Discharge) 1=Culvert (Barrel Controls 1.48 cfs @ 2.83 fps) Pond 46P: DMH-P10 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.598 ac Peak Elev=117.28' 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' 1.54 cfs1.54 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 78HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 47P: CB-P21 Inflow Area = 0.067 ac, 80.63% Impervious, Inflow Depth = 2.23" for 2-Year event Inflow = 0.17 cfs @ 12.07 hrs, Volume= 0.012 af Outflow = 0.17 cfs @ 12.07 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Primary = 0.17 cfs @ 12.07 hrs, Volume= 0.012 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.50' @ 12.07 hrs Flood Elev= 120.55' Device Routing Invert Outlet Devices #1 Primary 118.25'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.25' / 118.10' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.16 cfs @ 12.07 hrs HW=118.49' (Free Discharge) 1=Culvert (Barrel Controls 0.16 cfs @ 1.70 fps) Pond 47P: CB-P21 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.067 ac Peak Elev=118.50' 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' 0.17 cfs0.17 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 79HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 59P: Infiltration Basin 1 [79] Warning: Submerged Pond 73P Primary device # 1 OUTLET by 0.13' Inflow Area = 1.849 ac, 84.49% Impervious, Inflow Depth = 2.41" for 2-Year event Inflow = 4.96 cfs @ 12.07 hrs, Volume= 0.371 af Outflow = 4.03 cfs @ 12.13 hrs, Volume= 0.341 af, Atten= 19%, Lag= 3.7 min Discarded = 0.10 cfs @ 12.13 hrs, Volume= 0.122 af Primary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Secondary = 3.94 cfs @ 12.13 hrs, Volume= 0.219 af Tertiary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 113.64' @ 12.13 hrs Surf.Area= 2,849 sf Storage= 4,303 cf Flood Elev= 116.25' Surf.Area= 5,683 sf Storage= 14,270 cf Plug-Flow detention time= 158.1 min calculated for 0.341 af (92% of inflow) Center-of-Mass det. time= 116.2 min ( 898.2 - 782.0 ) Volume Invert Avail.Storage Storage Description #1 111.00' 14,270 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 111.00 531 259.0 0 0 531 112.00 1,350 285.0 909 909 1,689 112.50 1,784 294.4 781 1,690 2,146 113.00 2,233 304.0 1,002 2,692 2,627 114.00 3,237 335.0 2,720 5,412 4,235 115.00 4,427 388.0 3,817 9,228 7,306 116.00 5,683 445.0 5,042 14,270 11,107 Device Routing Invert Outlet Devices #1 Discarded 111.00'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #2 Primary 114.00'12.0" Round Culvert X 2.00 L= 73.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 114.00' / 114.00' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #3 Secondary 113.00'24.0" Round Culvert L= 20.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.00' / 112.75' S= 0.0125 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #4 Secondary 113.00'24.0" Round Culvert L= 20.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.00' / 112.75' S= 0.0125 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #5 Tertiary 116.00'8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 80HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=0.10 cfs @ 12.13 hrs HW=113.63' (Free Discharge) 1=Exfiltration ( Controls 0.10 cfs) Primary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 2=Culvert ( Controls 0.00 cfs) Secondary OutFlow Max=3.87 cfs @ 12.13 hrs HW=113.63' (Free Discharge) 3=Culvert (Barrel Controls 1.93 cfs @ 3.42 fps) 4=Culvert (Barrel Controls 1.93 cfs @ 3.42 fps) Tertiary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 59P: Infiltration Basin 1 Inflow Outflow Discarded Primary Secondary Tertiary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)5 4 3 2 1 0 Inflow Area=1.849 ac Peak Elev=113.64' Storage=4,303 cf 4.96 cfs 4.03 cfs 0.10 cfs0.00 cfs 3.94 cfs 0.00 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 81HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 61P: DMH-P11 [79] Warning: Submerged Pond 31P Primary device # 3 OUTLET by 0.39' [79] Warning: Submerged Pond 69P Primary device # 1 OUTLET by 1.26' Inflow Area = 7.051 ac, 78.65% Impervious, Inflow Depth = 1.15" for 2-Year event Inflow = 7.69 cfs @ 12.07 hrs, Volume= 0.678 af Outflow = 7.69 cfs @ 12.07 hrs, Volume= 0.678 af, Atten= 0%, Lag= 0.0 min Primary = 7.69 cfs @ 12.07 hrs, Volume= 0.678 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 111.40' @ 12.07 hrs Flood Elev= 116.00' Device Routing Invert Outlet Devices #1 Primary 110.13'18.0" Round Culvert L= 103.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 110.13' / 108.58' S= 0.0150 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=7.44 cfs @ 12.07 hrs HW=111.37' (Free Discharge) 1=Culvert (Inlet Controls 7.44 cfs @ 4.75 fps) Pond 61P: DMH-P11 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=7.051 ac Peak Elev=111.40' 18.0" Round Culvert n=0.013 L=103.0' S=0.0150 '/' 7.69 cfs7.69 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 82HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 67P: DMH-P13 [79] Warning: Submerged Pond 9P Primary device # 1 INLET by 0.44' Inflow Area = 0.908 ac, 97.03% Impervious, Inflow Depth = 2.74" for 2-Year event Inflow = 2.49 cfs @ 12.08 hrs, Volume= 0.207 af Outflow = 2.49 cfs @ 12.08 hrs, Volume= 0.207 af, Atten= 0%, Lag= 0.0 min Primary = 2.49 cfs @ 12.08 hrs, Volume= 0.207 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.10' @ 12.08 hrs Flood Elev= 122.40' Device Routing Invert Outlet Devices #1 Primary 116.35'24.0" Round Culvert L= 131.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.35' / 115.67' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.43 cfs @ 12.08 hrs HW=117.09' (Free Discharge) 1=Culvert (Barrel Controls 2.43 cfs @ 3.39 fps) Pond 67P: DMH-P13 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Inflow Area=0.908 ac Peak Elev=117.10' 24.0" Round Culvert n=0.013 L=131.0' S=0.0052 '/' 2.49 cfs2.49 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 83HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 68P: DMH-3 (Exist.) [79] Warning: Submerged Pond 67P Primary device # 1 INLET by 0.58' Inflow Area = 0.908 ac, 97.03% Impervious, Inflow Depth = 2.74" for 2-Year event Inflow = 2.49 cfs @ 12.08 hrs, Volume= 0.207 af Outflow = 2.49 cfs @ 12.08 hrs, Volume= 0.207 af, Atten= 0%, Lag= 0.0 min Primary = 2.49 cfs @ 12.08 hrs, Volume= 0.207 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.95' @ 12.08 hrs Flood Elev= 120.66' Device Routing Invert Outlet Devices #1 Primary 115.18'12.0" Round Culvert L= 191.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 114.97' / 115.18' S= -0.0011 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=2.43 cfs @ 12.08 hrs HW=116.91' (Free Discharge) 1=Culvert (Barrel Controls 2.43 cfs @ 3.10 fps) Pond 68P: DMH-3 (Exist.) Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Inflow Area=0.908 ac Peak Elev=116.95' 12.0" Round Culvert n=0.012 L=191.0' S=-0.0011 '/' 2.49 cfs2.49 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 84HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 69P: DMH-1 [57] Hint: Peaked at 114.46' (Flood elevation advised) Inflow Area = 3.185 ac, 74.79% Impervious, Inflow Depth = 2.06" for 2-Year event Inflow = 7.68 cfs @ 12.06 hrs, Volume= 0.546 af Outflow = 7.68 cfs @ 12.06 hrs, Volume= 0.546 af, Atten= 0%, Lag= 0.0 min Primary = 7.68 cfs @ 12.06 hrs, Volume= 0.546 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.46' @ 12.06 hrs Device Routing Invert Outlet Devices #1 Primary 113.19'18.0" Round Culvert L= 237.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.19' / 110.13' S= 0.0129 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=7.43 cfs @ 12.06 hrs HW=114.43' (Free Discharge) 1=Culvert (Inlet Controls 7.43 cfs @ 4.74 fps) Pond 69P: DMH-1 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=3.185 ac Peak Elev=114.46' 18.0" Round Culvert n=0.012 L=237.0' S=0.0129 '/' 7.68 cfs7.68 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 85HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 71P: BioRetention Basin 1 [81] Warning: Exceeded Pond 72P by 0.05' @ 12.20 hrs Inflow Area = 1.607 ac, 90.18% Impervious, Inflow Depth = 2.52" for 2-Year event Inflow = 4.50 cfs @ 12.07 hrs, Volume= 0.337 af Outflow = 2.98 cfs @ 12.17 hrs, Volume= 0.315 af, Atten= 34%, Lag= 5.9 min Discarded = 0.12 cfs @ 12.17 hrs, Volume= 0.193 af Primary = 2.86 cfs @ 12.17 hrs, Volume= 0.122 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.24' @ 12.17 hrs Surf.Area= 3,698 sf Storage= 5,004 cf Flood Elev= 119.00' Surf.Area= 5,657 sf Storage= 13,097 cf Plug-Flow detention time= 230.2 min calculated for 0.315 af (93% of inflow) Center-of-Mass det. time= 194.5 min ( 973.8 - 779.3 ) Volume Invert Avail.Storage Storage Description #1 113.99' 16,065 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 113.99 2,649 270.0 0.0 0 0 2,649 114.00 2,649 270.0 20.0 5 5 2,652 115.99 2,649 270.0 20.0 1,054 1,060 3,189 116.00 2,649 270.0 100.0 26 1,086 3,192 117.00 3,490 290.0 100.0 3,060 4,146 4,126 118.00 4,399 310.0 100.0 3,936 8,082 5,127 119.00 5,657 371.0 100.0 5,015 13,097 8,450 119.50 6,221 381.0 100.0 2,968 16,065 9,077 Device Routing Invert Outlet Devices #1 Primary 116.50'12.0" Round Culvert X 2.00 L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.50' / 116.25' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2 Device 1 117.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Discarded 113.99'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #4 Secondary 119.50'135.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 86HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.12 cfs @ 12.17 hrs HW=117.23' (Free Discharge) 3=Exfiltration ( Controls 0.12 cfs) Primary OutFlow Max=2.82 cfs @ 12.17 hrs HW=117.23' (Free Discharge) 1=Culvert (Inlet Controls 2.82 cfs @ 2.30 fps) 2=Orifice/Grate (Passes 2.82 cfs of 2.89 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=113.99' (Free Discharge) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 71P: BioRetention Basin 1 Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)5 4 3 2 1 0 Inflow Area=1.607 ac Peak Elev=117.24' Storage=5,004 cf 4.50 cfs 2.98 cfs 0.12 cfs 2.86 cfs 0.00 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 87HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 72P: DMH-P2 Inflow Area = 0.097 ac,100.00% Impervious, Inflow Depth = 2.84" for 2-Year event Inflow = 0.29 cfs @ 12.07 hrs, Volume= 0.023 af Outflow = 0.29 cfs @ 12.07 hrs, Volume= 0.023 af, Atten= 0%, Lag= 0.0 min Primary = 0.29 cfs @ 12.07 hrs, Volume= 0.023 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.24' @ 12.07 hrs Flood Elev= 120.40' Device Routing Invert Outlet Devices #1 Primary 117.00'24.0" Round Culvert L= 82.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.00' / 116.00' S= 0.0122 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.28 cfs @ 12.07 hrs HW=117.24' (Free Discharge) 1=Culvert (Inlet Controls 0.28 cfs @ 1.31 fps) Pond 72P: DMH-P2 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.097 ac Peak Elev=117.24' 24.0" Round Culvert n=0.013 L=82.0' S=0.0122 '/' 0.29 cfs0.29 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 88HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 73P: WQU-P4 Inflow Area = 0.136 ac,100.00% Impervious, Inflow Depth = 2.84" for 2-Year event Inflow = 0.41 cfs @ 12.07 hrs, Volume= 0.032 af Outflow = 0.41 cfs @ 12.07 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.0 min Primary = 0.41 cfs @ 12.07 hrs, Volume= 0.032 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.79' @ 12.07 hrs Flood Elev= 119.36' Device Routing Invert Outlet Devices #1 Primary 114.50'24.0" Round Culvert L= 28.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.50' / 113.50' S= 0.0357 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.39 cfs @ 12.07 hrs HW=114.78' (Free Discharge) 1=Culvert (Inlet Controls 0.39 cfs @ 1.43 fps) Pond 73P: WQU-P4 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.136 ac Peak Elev=114.79' 24.0" Round Culvert n=0.013 L=28.0' S=0.0357 '/' 0.41 cfs0.41 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 89HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 74P: DMH-P1A [79] Warning: Submerged Pond 3P Primary device # 1 INLET by 0.13' [79] Warning: Submerged Pond 20P Primary device # 1 OUTLET by 0.01' Inflow Area = 1.062 ac, 88.64% Impervious, Inflow Depth = 2.46" for 2-Year event Inflow = 2.94 cfs @ 12.07 hrs, Volume= 0.218 af Outflow = 2.94 cfs @ 12.07 hrs, Volume= 0.218 af, Atten= 0%, Lag= 0.0 min Primary = 2.94 cfs @ 12.07 hrs, Volume= 0.218 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.84' @ 12.07 hrs Flood Elev= 122.30' Device Routing Invert Outlet Devices #1 Primary 118.00'24.0" Round Culvert L= 110.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 118.00' / 117.50' S= 0.0045 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.83 cfs @ 12.07 hrs HW=118.83' (Free Discharge) 1=Culvert (Barrel Controls 2.83 cfs @ 3.42 fps) Pond 74P: DMH-P1A Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)3 2 1 0 Inflow Area=1.062 ac Peak Elev=118.84' 24.0" Round Culvert n=0.013 L=110.0' S=0.0045 '/' 2.94 cfs2.94 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 90HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 75P: CB-P22 Inflow Area = 0.199 ac, 43.65% Impervious, Inflow Depth = 1.43" for 2-Year event Inflow = 0.33 cfs @ 12.08 hrs, Volume= 0.024 af Outflow = 0.33 cfs @ 12.08 hrs, Volume= 0.024 af, Atten= 0%, Lag= 0.0 min Primary = 0.33 cfs @ 12.08 hrs, Volume= 0.024 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.02' @ 12.08 hrs Flood Elev= 120.00' Device Routing Invert Outlet Devices #1 Primary 117.70'12.0" Round Culvert L= 125.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.70' / 115.20' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.32 cfs @ 12.08 hrs HW=118.02' (Free Discharge) 1=Culvert (Inlet Controls 0.32 cfs @ 1.51 fps) Pond 75P: CB-P22 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.199 ac Peak Elev=118.02' 12.0" Round Culvert n=0.013 L=125.0' S=0.0200 '/' 0.33 cfs0.33 cfs Post-Development Conditions Type III 24-hr 2-Year Rainfall=3.07"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 91HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Link 70L: Existing Atwood Rd. Drainage Inflow Area = 3.185 ac, 74.79% Impervious, Inflow Depth = 2.06" for 2-Year event Inflow = 7.68 cfs @ 12.06 hrs, Volume= 0.546 af Primary = 7.68 cfs @ 12.06 hrs, Volume= 0.546 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs 2-Year Primary Outflow Imported from J:\H\H1363\Atwood North\Data\Drainage\Existing Drainage Atwood Rd Drainag Link 70L: Existing Atwood Rd. Drainage Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=3.185 ac 2-Year Primary Outflow Imported from J:\H\H1363\Atwood North\Data\Drainage\Existing Drainage Atwood Rd Drainage~Pond 1P.hce Area= 2.277 ac 65.92% Imperv. 7.68 cfs7.68 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 92HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=0.50-30.00 hrs, dt=0.05 hrs, 591 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=16,858 sf 87.72% Impervious Runoff Depth=3.79"Subcatchment 1S: East Parking Lot (S-E) Tc=5.0 min CN=94 Runoff=1.62 cfs 0.122 af Runoff Area=11,237 sf 89.54% Impervious Runoff Depth=3.90"Subcatchment 2S: Courthouse Drive & Tc=5.0 min CN=95 Runoff=1.10 cfs 0.084 af Runoff Area=10,100 sf 85.53% Impervious Runoff Depth=3.79"Subcatchment 3S: East Parking Lot (N-E) Tc=5.0 min CN=94 Runoff=0.97 cfs 0.073 af Runoff Area=19,286 sf 91.08% Impervious Runoff Depth=3.90"Subcatchment 4S: East Parking Lot (N-W-1) Tc=5.0 min CN=95 Runoff=1.88 cfs 0.144 af Runoff Area=1,823 sf 100.00% Impervious Runoff Depth=4.23"Subcatchment 5S: East Parking Lot (N-W-2) Tc=5.0 min CN=98 Runoff=0.18 cfs 0.015 af Runoff Area=17,149 sf 81.70% Impervious Runoff Depth=3.68"Subcatchment 6S: Central Parking (N-E-1) Tc=5.0 min CN=93 Runoff=1.62 cfs 0.121 af Runoff Area=10,107 sf 85.26% Impervious Runoff Depth=3.79"Subcatchment 7S: Central Parking (N-E-2) Tc=5.0 min CN=94 Runoff=0.97 cfs 0.073 af Runoff Area=10,111 sf 85.29% Impervious Runoff Depth=3.79"Subcatchment 8S: Central Parking (N-W-1) Tc=5.0 min CN=94 Runoff=0.97 cfs 0.073 af Runoff Area=15,536 sf 90.42% Impervious Runoff Depth=3.90"Subcatchment 9S: Central Parking (N-W-2) Tc=5.0 min CN=95 Runoff=1.52 cfs 0.116 af Runoff Area=9,320 sf 82.62% Impervious Runoff Depth=3.68"Subcatchment 10S: North Driveway Tc=5.0 min CN=93 Runoff=0.88 cfs 0.066 af Runoff Area=3,273 sf 100.00% Impervious Runoff Depth=4.23"Subcatchment 11S: North Parking Lot (E) Tc=5.0 min CN=98 Runoff=0.33 cfs 0.027 af Runoff Area=5,907 sf 100.00% Impervious Runoff Depth=4.23"Subcatchment 12S: North Parking Lot (W) Tc=5.0 min CN=98 Runoff=0.60 cfs 0.048 af Runoff Area=8,674 sf 43.65% Impervious Runoff Depth=2.61"Subcatchment 13S: BLDG 2 Rear (N) Tc=5.0 min CN=82 Runoff=0.61 cfs 0.043 af Runoff Area=2,678 sf 100.00% Impervious Runoff Depth=4.23"Subcatchment 14S: BLDG 2 Rear (Center) Tc=5.0 min CN=98 Runoff=0.27 cfs 0.022 af Runoff Area=4,367 sf 69.84% Impervious Runoff Depth=3.27"Subcatchment 15S: BLDG 2 Rear (S) Tc=5.0 min CN=89 Runoff=0.38 cfs 0.027 af Runoff Area=10,357 sf 40.27% Impervious Runoff Depth=2.52"Subcatchment 16S: BLDG 2 Access Rd. (S) Tc=5.0 min CN=81 Runoff=0.70 cfs 0.050 af Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 93HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Runoff Area=18,868 sf 100.00% Impervious Runoff Depth=4.23"Subcatchment 17S: Infiltration Basin Area Flow Length=145' Tc=9.8 min CN=98 Runoff=1.64 cfs 0.153 af Runoff Area=13,040 sf 100.00% Impervious Runoff Depth=4.23"Subcatchment 18S: Infiltration Basin Area Tc=5.0 min CN=98 Runoff=1.32 cfs 0.106 af Runoff Area=5,111 sf 100.00% Impervious Runoff Depth=4.23"Subcatchment 19S: BioRetention Basin Flow Length=42' Slope=0.0200 '/' Tc=5.0 min CN=98 Runoff=0.52 cfs 0.041 af Runoff Area=25,464 sf 36.29% Impervious Runoff Depth=1.95"Subcatchment 20S: Wetland Area Flow Length=97' Tc=8.3 min CN=74 Runoff=1.20 cfs 0.095 af Runoff Area=11,859 sf 0.00% Impervious Runoff Depth=1.58"Subcatchment 21S: Northern Property Line Flow Length=50' Slope=0.0200 '/' Tc=5.8 min CN=69 Runoff=0.48 cfs 0.036 af Runoff Area=5,032 sf 100.00% Impervious Runoff Depth=4.23"Subcatchment 22S: Bioretention Basin Tc=5.0 min CN=98 Runoff=0.51 cfs 0.041 af Runoff Area=23,295 sf 100.00% Impervious Runoff Depth=4.23"Subcatchment 23S: Bldg. 1 Roof Tc=5.0 min CN=98 Runoff=2.35 cfs 0.189 af Runoff Area=19,260 sf 100.00% Impervious Runoff Depth=4.23"Subcatchment 24S: Bldg. 2 Roof Tc=6.0 min CN=98 Runoff=1.89 cfs 0.156 af Runoff Area=11,011 sf 87.19% Impervious Runoff Depth=3.79"Subcatchment 25S: Central Parking (S-E-1) Tc=5.0 min CN=94 Runoff=1.06 cfs 0.080 af Runoff Area=7,156 sf 84.60% Impervious Runoff Depth=3.79"Subcatchment 26S: Central Parking (S-E-2) Tc=5.0 min CN=94 Runoff=0.69 cfs 0.052 af Runoff Area=7,148 sf 84.40% Impervious Runoff Depth=3.68"Subcatchment 27S: Central Parking (S-W-1) Tc=5.0 min CN=93 Runoff=0.67 cfs 0.050 af Runoff Area=11,566 sf 78.51% Impervious Runoff Depth=3.57"Subcatchment 28S: Central Parking (S-W-2) Tc=5.0 min CN=92 Runoff=1.07 cfs 0.079 af Runoff Area=4,037 sf 69.26% Impervious Runoff Depth=3.27"Subcatchment 29S: BLDG 2 Drive-up Tc=5.0 min CN=89 Runoff=0.35 cfs 0.025 af Runoff Area=2,778 sf 81.97% Impervious Runoff Depth=3.68"Subcatchment 30S: South Driveway (W) Tc=5.0 min CN=93 Runoff=0.26 cfs 0.020 af Runoff Area=2,907 sf 80.63% Impervious Runoff Depth=3.57"Subcatchment 31S: South Driveway (Center) Tc=5.0 min CN=92 Runoff=0.27 cfs 0.020 af Runoff Area=4,982 sf 56.34% Impervious Runoff Depth=2.88"Subcatchment 32S: South Driveway (E) Tc=5.0 min CN=85 Runoff=0.39 cfs 0.027 af Runoff Area=3,619 sf 100.00% Impervious Runoff Depth=4.23"Subcatchment 74S: North Parking Lot (C) Tc=5.0 min CN=98 Runoff=0.37 cfs 0.029 af Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 94HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Runoff Area=600 sf 100.00% Impervious Runoff Depth=4.23"Subcatchment 75S: North Parking Lot Drive Tc=5.0 min CN=98 Runoff=0.06 cfs 0.005 af Runoff Area=5,047 sf 100.00% Impervious Runoff Depth=4.23"Subcatchment 77S: East Parking Lot (N-E2) Tc=5.0 min CN=98 Runoff=0.51 cfs 0.041 af Inflow=7.01 cfs 0.510 afReach 71R: Design Point 2 - Northern Wetland Area Outflow=7.01 cfs 0.510 af Inflow=21.14 cfs 1.712 afReach 72R: Design Point 1 - Western Wetland Area Outflow=21.14 cfs 1.712 af Peak Elev=120.73' Inflow=1.62 cfs 0.122 afPond 2P: CB-P13 12.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' Outflow=1.62 cfs 0.122 af Peak Elev=119.63' Inflow=2.59 cfs 0.195 afPond 3P: DMH-P1 18.0" Round Culvert n=0.013 L=201.0' S=0.0035 '/' Outflow=2.59 cfs 0.195 af Peak Elev=120.52' Inflow=0.97 cfs 0.073 afPond 4P: CB-P14 12.0" Round Culvert n=0.013 L=58.0' S=0.0050 '/' Outflow=0.97 cfs 0.073 af Peak Elev=117.31' Inflow=2.59 cfs 0.194 afPond 8P: DMH-P3 24.0" Round Culvert n=0.013 L=129.0' S=0.0050 '/' Outflow=2.59 cfs 0.194 af Peak Elev=119.22' Storage=299 cf Inflow=1.60 cfs 0.124 afPond 9P: Bioretention Basin 2 Outflow=1.18 cfs 0.124 af Peak Elev=116.93' Inflow=5.07 cfs 0.383 afPond 11P: DMH-P5 24.0" Round Culvert n=0.013 L=126.0' S=0.0050 '/' Outflow=5.07 cfs 0.383 af Peak Elev=116.15' Inflow=5.69 cfs 0.426 afPond 12P: WQU-P1 24.0" Round Culvert n=0.013 L=78.0' S=0.0053 '/' Outflow=5.69 cfs 0.426 af Peak Elev=117.85' Inflow=0.06 cfs 0.005 afPond 13P: CB-P18 12.0" Round Culvert n=0.013 L=25.0' S=0.0052 '/' Outflow=0.06 cfs 0.005 af Peak Elev=118.56' Inflow=0.37 cfs 0.029 afPond 14P: CB-P17 12.0" Round Culvert n=0.013 L=39.0' S=0.0051 '/' Outflow=0.37 cfs 0.029 af Peak Elev=120.04' Inflow=1.88 cfs 0.144 afPond 20P: CB-P15 12.0" Round Culvert n=0.013 L=57.0' S=0.0049 '/' Outflow=1.88 cfs 0.144 af Peak Elev=117.71' Inflow=0.97 cfs 0.073 afPond 23P: CB-P4 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=0.97 cfs 0.073 af Peak Elev=117.93' Inflow=1.62 cfs 0.121 afPond 24P: CB-P2 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=1.62 cfs 0.121 af Peak Elev=118.70' Inflow=1.52 cfs 0.116 afPond 25P: CB-P8 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=1.52 cfs 0.116 af Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 95HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=117.71' Inflow=0.97 cfs 0.073 afPond 26P: CB-P6 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=0.97 cfs 0.073 af Peak Elev=113.43' Storage=9,069 cf Inflow=7.52 cfs 0.605 afPond 31P: Infiltration Basin 2 cfs 0.235 af Primary=2.87 cfs 0.294 af Secondary=0.96 cfs 0.027 af Tertiary=0.00 cfs 0.000 af Outflow=4.02 cfs 0.556 af Peak Elev=115.40' Inflow=6.11 cfs 0.452 afPond 32P: WQU-P2 24.0" Round Culvert n=0.013 L=38.0' S=0.0058 '/' Outflow=6.11 cfs 0.452 af Peak Elev=117.49' Inflow=0.27 cfs 0.022 afPond 33P: CB-P19 12.0" Round Culvert n=0.013 L=73.0' S=0.0197 '/' Outflow=0.27 cfs 0.022 af Peak Elev=116.30' Inflow=5.84 cfs 0.430 afPond 34P: DMH-P6 24.0" Round Culvert n=0.013 L=154.0' S=0.0050 '/' Outflow=5.84 cfs 0.430 af Peak Elev=116.84' Inflow=4.75 cfs 0.353 afPond 35P: DMH-P7 24.0" Round Culvert n=0.013 L=111.0' S=0.0050 '/' Outflow=4.75 cfs 0.353 af Peak Elev=117.30' Inflow=4.14 cfs 0.308 afPond 36P: DMH-P8 24.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' Outflow=4.14 cfs 0.308 af Peak Elev=117.67' Inflow=1.44 cfs 0.107 afPond 37P: DMH-P9 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=1.44 cfs 0.107 af Peak Elev=119.08' Inflow=0.39 cfs 0.027 afPond 38P: CB-P11 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' Outflow=0.39 cfs 0.027 af Peak Elev=118.25' Inflow=1.06 cfs 0.080 afPond 39P: CB-P1 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' Outflow=1.06 cfs 0.080 af Peak Elev=117.60' Inflow=0.69 cfs 0.052 afPond 40P: CB-P3 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' Outflow=0.69 cfs 0.052 af Peak Elev=118.55' Inflow=1.07 cfs 0.079 afPond 41P: CB-P7 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' Outflow=1.07 cfs 0.079 af Peak Elev=117.60' Inflow=0.67 cfs 0.050 afPond 42P: CB-P5 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' Outflow=0.67 cfs 0.050 af Peak Elev=117.84' Inflow=1.08 cfs 0.077 afPond 43P: CB-P20 12.0" Round Culvert n=0.013 L=26.0' S=0.0077 '/' Outflow=1.08 cfs 0.077 af Peak Elev=117.63' Inflow=0.35 cfs 0.025 afPond 44P: CB-P9 12.0" Round Culvert n=0.013 L=15.0' S=0.0107 '/' Outflow=0.35 cfs 0.025 af Peak Elev=117.61' Inflow=0.26 cfs 0.020 afPond 45P: CB-P10 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' Outflow=0.26 cfs 0.020 af Peak Elev=117.45' Inflow=2.40 cfs 0.179 afPond 46P: DMH-P10 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=2.40 cfs 0.179 af Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 96HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=118.56' Inflow=0.27 cfs 0.020 afPond 47P: CB-P21 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' Outflow=0.27 cfs 0.020 af Peak Elev=113.83' Storage=4,891 cf Inflow=7.60 cfs 0.580 afPond 59P: Infiltration Basin 1 cfs 0.134 af Primary=0.00 cfs 0.000 af Secondary=6.30 cfs 0.413 af Tertiary=0.00 cfs 0.000 af Outflow=6.41 cfs 0.547 af Peak Elev=113.21' Inflow=14.37 cfs 1.177 afPond 61P: DMH-P11 18.0" Round Culvert n=0.013 L=103.0' S=0.0150 '/' Outflow=14.37 cfs 1.177 af Peak Elev=117.26' Inflow=3.51 cfs 0.313 afPond 67P: DMH-P13 24.0" Round Culvert n=0.013 L=131.0' S=0.0052 '/' Outflow=3.51 cfs 0.313 af Peak Elev=117.91' Inflow=3.51 cfs 0.313 afPond 68P: DMH-3 (Exist.) 12.0" Round Culvert n=0.012 L=191.0' S=-0.0011 '/' Outflow=3.51 cfs 0.313 af Peak Elev=115.24' Inflow=12.13 cfs 0.883 afPond 69P: DMH-1 18.0" Round Culvert n=0.012 L=237.0' S=0.0129 '/' Outflow=12.13 cfs 0.883 af Peak Elev=117.54' Storage=6,160 cf Inflow=6.80 cfs 0.521 afPond 71P: BioRetention Basin 1 Discarded=0.13 cfs 0.211 af Primary=4.39 cfs 0.277 af Secondary=0.00 cfs 0.000 af Outflow=4.52 cfs 0.488 af Peak Elev=117.30' Inflow=0.43 cfs 0.034 afPond 72P: DMH-P2 24.0" Round Culvert n=0.013 L=82.0' S=0.0122 '/' Outflow=0.43 cfs 0.034 af Peak Elev=114.85' Inflow=0.60 cfs 0.048 afPond 73P: WQU-P4 24.0" Round Culvert n=0.013 L=28.0' S=0.0357 '/' Outflow=0.60 cfs 0.048 af Peak Elev=119.07' Inflow=4.47 cfs 0.339 afPond 74P: DMH-P1A 24.0" Round Culvert n=0.013 L=110.0' S=0.0045 '/' Outflow=4.47 cfs 0.339 af Peak Elev=118.15' Inflow=0.61 cfs 0.043 afPond 75P: CB-P22 12.0" Round Culvert n=0.013 L=125.0' S=0.0200 '/' Outflow=0.61 cfs 0.043 af from J:\H\H1363\Atwood North\Data\Drainage\Existing Drainage Atwood Rd Drainage~Pond 1P.hce Inflow=12.13 cfs 0.883 afLink Area= 2.277 ac 65.92% Imperv. Primary=12.13 cfs 0.883 af Total Runoff Area = 7.795 ac Runoff Volume = 2.347 af Average Runoff Depth = 3.61" 19.65% Pervious = 1.532 ac 80.35% Impervious = 6.264 ac Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 97HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: East Parking Lot (S-E) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.62 cfs @ 12.07 hrs, Volume= 0.122 af, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 14,787 98 Paved parking, HSG B 2,071 69 50-75% Grass cover, Fair, HSG B 16,858 94 Weighted Average 2,071 12.28% Pervious Area 14,787 87.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 1S: East Parking Lot (S-E) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=16,858 sf Runoff Volume=0.122 af Runoff Depth=3.79" Tc=5.0 min CN=94 1.62 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 98HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Courthouse Drive & Entry [49] Hint: Tc<2dt may require smaller dt Runoff = 1.10 cfs @ 12.07 hrs, Volume= 0.084 af, Depth= 3.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 10,062 98 Paved parking, HSG B 1,175 69 50-75% Grass cover, Fair, HSG B 11,237 95 Weighted Average 1,175 10.46% Pervious Area 10,062 89.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 2S: Courthouse Drive & Entry Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=11,237 sf Runoff Volume=0.084 af Runoff Depth=3.90" Tc=5.0 min CN=95 1.10 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 99HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: East Parking Lot (N-E) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 8,639 98 Paved parking, HSG B 1,461 69 50-75% Grass cover, Fair, HSG B 10,100 94 Weighted Average 1,461 14.47% Pervious Area 8,639 85.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 3S: East Parking Lot (N-E) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=10,100 sf Runoff Volume=0.073 af Runoff Depth=3.79" Tc=5.0 min CN=94 0.97 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 100HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: East Parking Lot (N-W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.88 cfs @ 12.07 hrs, Volume= 0.144 af, Depth= 3.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 17,565 98 Paved parking, HSG B 1,721 69 50-75% Grass cover, Fair, HSG B 19,286 95 Weighted Average 1,721 8.92% Pervious Area 17,565 91.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 4S: East Parking Lot (N-W-1) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=19,286 sf Runoff Volume=0.144 af Runoff Depth=3.90" Tc=5.0 min CN=95 1.88 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 101HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: East Parking Lot (N-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.18 cfs @ 12.07 hrs, Volume= 0.015 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 1,823 98 Paved parking, HSG B 1,823 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 5S: East Parking Lot (N-W-2) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=1,823 sf Runoff Volume=0.015 af Runoff Depth=4.23" Tc=5.0 min CN=98 0.18 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 102HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Central Parking (N-E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.62 cfs @ 12.07 hrs, Volume= 0.121 af, Depth= 3.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 14,011 98 Paved parking, HSG B 3,138 69 50-75% Grass cover, Fair, HSG B 17,149 93 Weighted Average 3,138 18.30% Pervious Area 14,011 81.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 6S: Central Parking (N-E-1) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=17,149 sf Runoff Volume=0.121 af Runoff Depth=3.68" Tc=5.0 min CN=93 1.62 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 103HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Central Parking (N-E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 8,617 98 Paved parking, HSG B 1,490 69 50-75% Grass cover, Fair, HSG B 10,107 94 Weighted Average 1,490 14.74% Pervious Area 8,617 85.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 7S: Central Parking (N-E-2) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=10,107 sf Runoff Volume=0.073 af Runoff Depth=3.79" Tc=5.0 min CN=94 0.97 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 104HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Central Parking (N-W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 8,624 98 Paved parking, HSG B 1,487 69 50-75% Grass cover, Fair, HSG B 10,111 94 Weighted Average 1,487 14.71% Pervious Area 8,624 85.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 8S: Central Parking (N-W-1) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=10,111 sf Runoff Volume=0.073 af Runoff Depth=3.79" Tc=5.0 min CN=94 0.97 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 105HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Central Parking (N-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.52 cfs @ 12.07 hrs, Volume= 0.116 af, Depth= 3.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 14,048 98 Paved parking, HSG B 1,488 69 50-75% Grass cover, Fair, HSG B 15,536 95 Weighted Average 1,488 9.58% Pervious Area 14,048 90.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 9S: Central Parking (N-W-2) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=15,536 sf Runoff Volume=0.116 af Runoff Depth=3.90" Tc=5.0 min CN=95 1.52 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 106HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: North Driveway [49] Hint: Tc<2dt may require smaller dt Runoff = 0.88 cfs @ 12.07 hrs, Volume= 0.066 af, Depth= 3.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 7,700 98 Paved parking, HSG B 1,620 69 50-75% Grass cover, Fair, HSG B 9,320 93 Weighted Average 1,620 17.38% Pervious Area 7,700 82.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 10S: North Driveway Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=9,320 sf Runoff Volume=0.066 af Runoff Depth=3.68" Tc=5.0 min CN=93 0.88 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 107HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: North Parking Lot (E) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.33 cfs @ 12.07 hrs, Volume= 0.027 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 3,273 98 Paved parking, HSG B 3,273 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 11S: North Parking Lot (E) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=3,273 sf Runoff Volume=0.027 af Runoff Depth=4.23" Tc=5.0 min CN=98 0.33 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 108HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: North Parking Lot (W) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.60 cfs @ 12.07 hrs, Volume= 0.048 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 5,907 98 Paved parking, HSG B 5,907 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min. Subcatchment 12S: North Parking Lot (W) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=5,907 sf Runoff Volume=0.048 af Runoff Depth=4.23" Tc=5.0 min CN=98 0.60 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 109HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: BLDG 2 Rear (N) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.61 cfs @ 12.08 hrs, Volume= 0.043 af, Depth= 2.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 3,786 98 Paved parking, HSG B 4,888 69 50-75% Grass cover, Fair, HSG B 8,674 82 Weighted Average 4,888 56.35% Pervious Area 3,786 43.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 13S: BLDG 2 Rear (N) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=8,674 sf Runoff Volume=0.043 af Runoff Depth=2.61" Tc=5.0 min CN=82 0.61 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 110HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: BLDG 2 Rear (Center) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.27 cfs @ 12.07 hrs, Volume= 0.022 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 2,678 98 Paved parking, HSG B 2,678 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 14S: BLDG 2 Rear (Center) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=2,678 sf Runoff Volume=0.022 af Runoff Depth=4.23" Tc=5.0 min CN=98 0.27 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 111HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: BLDG 2 Rear (S) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.38 cfs @ 12.07 hrs, Volume= 0.027 af, Depth= 3.27" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 3,050 98 Paved parking, HSG B 1,317 69 50-75% Grass cover, Fair, HSG B 4,367 89 Weighted Average 1,317 30.16% Pervious Area 3,050 69.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 15S: BLDG 2 Rear (S) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=4,367 sf Runoff Volume=0.027 af Runoff Depth=3.27" Tc=5.0 min CN=89 0.38 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 112HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: BLDG 2 Access Rd. (S) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.70 cfs @ 12.08 hrs, Volume= 0.050 af, Depth= 2.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 4,171 98 Paved parking, HSG B 6,186 69 50-75% Grass cover, Fair, HSG B 10,357 81 Weighted Average 6,186 59.73% Pervious Area 4,171 40.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 16S: BLDG 2 Access Rd. (S) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=10,357 sf Runoff Volume=0.050 af Runoff Depth=2.52" Tc=5.0 min CN=81 0.70 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 113HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: Infiltration Basin Area Runoff = 1.64 cfs @ 12.13 hrs, Volume= 0.153 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 18,868 98 Water Surface, HSG B 18,868 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 50 0.3333 0.45 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.0 17 0.3333 8.66 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 7.6 50 0.0100 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.3 28 0.0100 1.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 9.8 145 Total Subcatchment 17S: Infiltration Basin Area Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=18,868 sf Runoff Volume=0.153 af Runoff Depth=4.23" Flow Length=145' Tc=9.8 min CN=98 1.64 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 114HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Infiltration Basin Area [49] Hint: Tc<2dt may require smaller dt Runoff = 1.32 cfs @ 12.07 hrs, Volume= 0.106 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 13,040 98 Water Surface, HSG B 13,040 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 18S: Infiltration Basin Area Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=13,040 sf Runoff Volume=0.106 af Runoff Depth=4.23" Tc=5.0 min CN=98 1.32 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 115HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: BioRetention Basin Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.52 cfs @ 12.07 hrs, Volume= 0.041 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 5,111 98 Water Surface, HSG B 5,111 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 42 0.0200 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" Subcatchment 19S: BioRetention Basin Area Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=5,111 sf Runoff Volume=0.041 af Runoff Depth=4.23" Flow Length=42' Slope=0.0200 '/' Tc=5.0 min CN=98 0.52 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 116HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Wetland Area Runoff = 1.20 cfs @ 12.12 hrs, Volume= 0.095 af, Depth= 1.95" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 8,321 61 >75% Grass cover, Good, HSG B 7,901 60 Woods, Fair, HSG B 9,242 98 Water Surface, HSG B 25,464 74 Weighted Average 16,222 63.71% Pervious Area 9,242 36.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 6 0.1670 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.8 10 0.1000 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.6 17 0.0590 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.1 20 0.2000 0.30 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.9 20 0.0500 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.4 24 0.0420 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 8.3 97 Total Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 117HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 20S: Wetland Area Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=25,464 sf Runoff Volume=0.095 af Runoff Depth=1.95" Flow Length=97' Tc=8.3 min CN=74 1.20 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 118HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: Northern Property Line Boundary [49] Hint: Tc<2dt may require smaller dt Runoff = 0.48 cfs @ 12.10 hrs, Volume= 0.036 af, Depth= 1.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 11,859 69 50-75% Grass cover, Fair, HSG B 11,859 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.8 50 0.0200 0.14 Sheet Flow, First 50' Grass: Short n= 0.150 P2= 3.05" Subcatchment 21S: Northern Property Line Boundary Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=11,859 sf Runoff Volume=0.036 af Runoff Depth=1.58" Flow Length=50' Slope=0.0200 '/' Tc=5.8 min CN=69 0.48 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 119HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 22S: Bioretention Basin Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.51 cfs @ 12.07 hrs, Volume= 0.041 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 5,032 98 Water Surface, HSG B 5,032 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 22S: Bioretention Basin Area Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=5,032 sf Runoff Volume=0.041 af Runoff Depth=4.23" Tc=5.0 min CN=98 0.51 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 120HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: Bldg. 1 Roof [49] Hint: Tc<2dt may require smaller dt Runoff = 2.35 cfs @ 12.07 hrs, Volume= 0.189 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 22,000 98 Roofs, HSG B 1,295 98 Roofs, HSG B 23,295 98 Weighted Average 23,295 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 23S: Bldg. 1 Roof Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=23,295 sf Runoff Volume=0.189 af Runoff Depth=4.23" Tc=5.0 min CN=98 2.35 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 121HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 24S: Bldg. 2 Roof Runoff = 1.89 cfs @ 12.09 hrs, Volume= 0.156 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 18,000 98 Roofs, HSG B 1,260 98 Roofs, HSG B 19,260 98 Weighted Average 19,260 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc = 6 min Subcatchment 24S: Bldg. 2 Roof Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=19,260 sf Runoff Volume=0.156 af Runoff Depth=4.23" Tc=6.0 min CN=98 1.89 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 122HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 25S: Central Parking (S-E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.06 cfs @ 12.07 hrs, Volume= 0.080 af, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 9,601 98 Paved parking, HSG B 1,410 69 50-75% Grass cover, Fair, HSG B 11,011 94 Weighted Average 1,410 12.81% Pervious Area 9,601 87.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 25S: Central Parking (S-E-1) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=11,011 sf Runoff Volume=0.080 af Runoff Depth=3.79" Tc=5.0 min CN=94 1.06 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 123HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 26S: Central Parking (S-E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.69 cfs @ 12.07 hrs, Volume= 0.052 af, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 6,054 98 Paved parking, HSG B 1,102 69 50-75% Grass cover, Fair, HSG B 7,156 94 Weighted Average 1,102 15.40% Pervious Area 6,054 84.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 26S: Central Parking (S-E-2) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=7,156 sf Runoff Volume=0.052 af Runoff Depth=3.79" Tc=5.0 min CN=94 0.69 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 124HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 27S: Central Parking (S-W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.67 cfs @ 12.07 hrs, Volume= 0.050 af, Depth= 3.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 6,033 98 Paved parking, HSG B 1,115 69 50-75% Grass cover, Fair, HSG B 7,148 93 Weighted Average 1,115 15.60% Pervious Area 6,033 84.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 27S: Central Parking (S-W-1) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=7,148 sf Runoff Volume=0.050 af Runoff Depth=3.68" Tc=5.0 min CN=93 0.67 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 125HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 28S: Central Parking (S-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.07 cfs @ 12.07 hrs, Volume= 0.079 af, Depth= 3.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 9,080 98 Paved parking, HSG B 2,486 69 50-75% Grass cover, Fair, HSG B 11,566 92 Weighted Average 2,486 21.49% Pervious Area 9,080 78.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 28S: Central Parking (S-W-2) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=11,566 sf Runoff Volume=0.079 af Runoff Depth=3.57" Tc=5.0 min CN=92 1.07 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 126HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 29S: BLDG 2 Drive-up [49] Hint: Tc<2dt may require smaller dt Runoff = 0.35 cfs @ 12.07 hrs, Volume= 0.025 af, Depth= 3.27" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 2,796 98 Water Surface, HSG B 780 69 50-75% Grass cover, Fair, HSG B 461 69 50-75% Grass cover, Fair, HSG B 4,037 89 Weighted Average 1,241 30.74% Pervious Area 2,796 69.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 29S: BLDG 2 Drive-up Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=4,037 sf Runoff Volume=0.025 af Runoff Depth=3.27" Tc=5.0 min CN=89 0.35 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 127HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 30S: South Driveway (W) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.26 cfs @ 12.07 hrs, Volume= 0.020 af, Depth= 3.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 2,277 98 Paved parking, HSG B 501 69 50-75% Grass cover, Fair, HSG B 2,778 93 Weighted Average 501 18.03% Pervious Area 2,277 81.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 30S: South Driveway (W) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=2,778 sf Runoff Volume=0.020 af Runoff Depth=3.68" Tc=5.0 min CN=93 0.26 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 128HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 31S: South Driveway (Center) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.27 cfs @ 12.07 hrs, Volume= 0.020 af, Depth= 3.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 2,344 98 Paved parking, HSG B 563 69 50-75% Grass cover, Fair, HSG B 2,907 92 Weighted Average 563 19.37% Pervious Area 2,344 80.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 31S: South Driveway (Center) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=2,907 sf Runoff Volume=0.020 af Runoff Depth=3.57" Tc=5.0 min CN=92 0.27 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 129HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 32S: South Driveway (E) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.39 cfs @ 12.07 hrs, Volume= 0.027 af, Depth= 2.88" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 2,807 98 Paved parking, HSG B 604 69 50-75% Grass cover, Fair, HSG B 1,571 69 50-75% Grass cover, Fair, HSG B 4,982 85 Weighted Average 2,175 43.66% Pervious Area 2,807 56.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 32S: South Driveway (E) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=4,982 sf Runoff Volume=0.027 af Runoff Depth=2.88" Tc=5.0 min CN=85 0.39 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 130HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 74S: North Parking Lot (C) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.37 cfs @ 12.07 hrs, Volume= 0.029 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 3,619 98 Paved parking, HSG B 3,619 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min Subcatchment 74S: North Parking Lot (C) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=3,619 sf Runoff Volume=0.029 af Runoff Depth=4.23" Tc=5.0 min CN=98 0.37 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 131HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 75S: North Parking Lot Drive [49] Hint: Tc<2dt may require smaller dt Runoff = 0.06 cfs @ 12.07 hrs, Volume= 0.005 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 600 98 Paved parking, HSG B 600 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min. Subcatchment 75S: North Parking Lot Drive Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=600 sf Runoff Volume=0.005 af Runoff Depth=4.23" Tc=5.0 min CN=98 0.06 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 132HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 77S: East Parking Lot (N-E2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.51 cfs @ 12.07 hrs, Volume= 0.041 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (sf) CN Description 5,047 98 Paved parking, HSG B 5,047 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min. Subcatchment 77S: East Parking Lot (N-E2) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=5,047 sf Runoff Volume=0.041 af Runoff Depth=4.23" Tc=5.0 min CN=98 0.51 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 133HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 71R: Design Point 2 - Northern Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.437 ac, 82.35% Impervious, Inflow Depth = 2.51" for 10-Year event Inflow = 7.01 cfs @ 12.11 hrs, Volume= 0.510 af Outflow = 7.01 cfs @ 12.11 hrs, Volume= 0.510 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Reach 71R: Design Point 2 - Northern Wetland Area Inflow Outflow Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=2.437 ac 7.01 cfs7.01 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 134HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 72R: Design Point 1 - Western Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 7.635 ac, 75.41% Impervious, Inflow Depth = 2.69" for 10-Year event Inflow = 21.14 cfs @ 12.09 hrs, Volume= 1.712 af Outflow = 21.14 cfs @ 12.09 hrs, Volume= 1.712 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Reach 72R: Design Point 1 - Western Wetland Area Inflow Outflow Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=7.635 ac 21.14 cfs21.14 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 135HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 2P: CB-P13 Inflow Area = 0.387 ac, 87.72% Impervious, Inflow Depth = 3.79" for 10-Year event Inflow = 1.62 cfs @ 12.07 hrs, Volume= 0.122 af Outflow = 1.62 cfs @ 12.07 hrs, Volume= 0.122 af, Atten= 0%, Lag= 0.0 min Primary = 1.62 cfs @ 12.07 hrs, Volume= 0.122 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.73' @ 12.07 hrs Flood Elev= 122.20' Device Routing Invert Outlet Devices #1 Primary 119.90'12.0" Round Culvert L= 84.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.90' / 119.48' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.56 cfs @ 12.07 hrs HW=120.71' (Free Discharge) 1=Culvert (Barrel Controls 1.56 cfs @ 3.10 fps) Pond 2P: CB-P13 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.387 ac Peak Elev=120.73' 12.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' 1.62 cfs1.62 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 136HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 3P: DMH-P1 [79] Warning: Submerged Pond 2P Primary device # 1 OUTLET by 0.14' [79] Warning: Submerged Pond 4P Primary device # 1 OUTLET by 0.01' Inflow Area = 0.619 ac, 86.90% Impervious, Inflow Depth = 3.79" for 10-Year event Inflow = 2.59 cfs @ 12.07 hrs, Volume= 0.195 af Outflow = 2.59 cfs @ 12.07 hrs, Volume= 0.195 af, Atten= 0%, Lag= 0.0 min Primary = 2.59 cfs @ 12.07 hrs, Volume= 0.195 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.63' @ 12.07 hrs Flood Elev= 123.60' Device Routing Invert Outlet Devices #1 Primary 118.70'18.0" Round Culvert L= 201.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.70' / 118.00' S= 0.0035 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.49 cfs @ 12.07 hrs HW=119.61' (Free Discharge) 1=Culvert (Barrel Controls 2.49 cfs @ 3.18 fps) Pond 3P: DMH-P1 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Inflow Area=0.619 ac Peak Elev=119.63' 18.0" Round Culvert n=0.013 L=201.0' S=0.0035 '/' 2.59 cfs2.59 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 137HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 4P: CB-P14 Inflow Area = 0.232 ac, 85.53% Impervious, Inflow Depth = 3.79" for 10-Year event Inflow = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af Outflow = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af, Atten= 0%, Lag= 0.0 min Primary = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.52' @ 12.07 hrs Flood Elev= 122.20' Device Routing Invert Outlet Devices #1 Primary 119.90'12.0" Round Culvert L= 58.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.90' / 119.61' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.93 cfs @ 12.07 hrs HW=120.50' (Free Discharge) 1=Culvert (Barrel Controls 0.93 cfs @ 2.70 fps) Pond 4P: CB-P14 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.232 ac Peak Elev=120.52' 12.0" Round Culvert n=0.013 L=58.0' S=0.0050 '/' 0.97 cfs0.97 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 138HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 8P: DMH-P3 [79] Warning: Submerged Pond 23P Primary device # 1 INLET by 0.20' [79] Warning: Submerged Pond 24P Primary device # 1 INLET by 0.20' Inflow Area = 0.626 ac, 83.02% Impervious, Inflow Depth = 3.72" for 10-Year event Inflow = 2.59 cfs @ 12.07 hrs, Volume= 0.194 af Outflow = 2.59 cfs @ 12.07 hrs, Volume= 0.194 af, Atten= 0%, Lag= 0.0 min Primary = 2.59 cfs @ 12.07 hrs, Volume= 0.194 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.31' @ 12.07 hrs Flood Elev= 120.37' Device Routing Invert Outlet Devices #1 Primary 116.53'24.0" Round Culvert L= 129.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.53' / 115.89' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.49 cfs @ 12.07 hrs HW=117.29' (Free Discharge) 1=Culvert (Barrel Controls 2.49 cfs @ 3.37 fps) Pond 8P: DMH-P3 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Inflow Area=0.626 ac Peak Elev=117.31' 24.0" Round Culvert n=0.013 L=129.0' S=0.0050 '/' 2.59 cfs2.59 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 139HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 9P: Bioretention Basin 2 Inflow Area = 0.373 ac, 92.78% Impervious, Inflow Depth = 4.00" for 10-Year event Inflow = 1.60 cfs @ 12.07 hrs, Volume= 0.124 af Outflow = 1.18 cfs @ 12.15 hrs, Volume= 0.124 af, Atten= 26%, Lag= 4.5 min Primary = 1.18 cfs @ 12.15 hrs, Volume= 0.124 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.22' @ 12.15 hrs Surf.Area= 506 sf Storage= 299 cf Flood Elev= 121.10' Surf.Area= 1,676 sf Storage= 2,212 cf Plug-Flow detention time= 8.3 min calculated for 0.124 af (99% of inflow) Center-of-Mass det. time= 6.0 min ( 769.3 - 763.3 ) Volume Invert Avail.Storage Storage Description #1 116.50' 2,212 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 116.50 394 99.4 0.0 0 0 394 116.76 394 99.4 20.0 20 20 420 118.99 394 99.4 20.0 176 196 642 119.00 394 99.4 100.0 4 200 643 120.00 1,015 204.0 100.0 680 881 3,172 121.00 1,676 228.0 100.0 1,332 2,212 4,025 Device Routing Invert Outlet Devices #1 Primary 116.66'12.0" Round Culvert L= 38.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.66' / 116.45' S= 0.0055 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2 Device 1 120.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 116.76'6.0" Round Culvert L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 116.76' / 116.66' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.18 cfs @ 12.15 hrs HW=119.22' (Free Discharge) 1=Culvert (Passes 1.18 cfs of 4.28 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Culvert (Barrel Controls 1.18 cfs @ 6.00 fps) Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 140HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Pond 9P: Bioretention Basin 2 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.373 ac Peak Elev=119.22' Storage=299 cf 1.60 cfs 1.18 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 141HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 11P: DMH-P5 [79] Warning: Submerged Pond 8P Primary device # 1 INLET by 0.38' [79] Warning: Submerged Pond 26P Primary device # 1 OUTLET by 0.28' Inflow Area = 1.214 ac, 85.63% Impervious, Inflow Depth = 3.78" for 10-Year event Inflow = 5.07 cfs @ 12.07 hrs, Volume= 0.383 af Outflow = 5.07 cfs @ 12.07 hrs, Volume= 0.383 af, Atten= 0%, Lag= 0.0 min Primary = 5.07 cfs @ 12.07 hrs, Volume= 0.383 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.93' @ 12.07 hrs Flood Elev= 120.38' Device Routing Invert Outlet Devices #1 Primary 115.79'24.0" Round Culvert L= 126.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.79' / 115.16' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=4.89 cfs @ 12.07 hrs HW=116.90' (Free Discharge) 1=Culvert (Barrel Controls 4.89 cfs @ 3.95 fps) Pond 11P: DMH-P5 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)5 4 3 2 1 0 Inflow Area=1.214 ac Peak Elev=116.93' 24.0" Round Culvert n=0.013 L=126.0' S=0.0050 '/' 5.07 cfs5.07 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 142HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 12P: WQU-P1 [79] Warning: Submerged Pond 11P Primary device # 1 INLET by 0.34' [79] Warning: Submerged Pond 75P Primary device # 1 OUTLET by 0.93' Inflow Area = 1.414 ac, 79.71% Impervious, Inflow Depth = 3.62" for 10-Year event Inflow = 5.69 cfs @ 12.07 hrs, Volume= 0.426 af Outflow = 5.69 cfs @ 12.07 hrs, Volume= 0.426 af, Atten= 0%, Lag= 0.0 min Primary = 5.69 cfs @ 12.07 hrs, Volume= 0.426 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.15' @ 12.07 hrs Flood Elev= 121.21' Device Routing Invert Outlet Devices #1 Primary 114.91'24.0" Round Culvert L= 78.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.91' / 114.50' S= 0.0053 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=5.47 cfs @ 12.07 hrs HW=116.12' (Free Discharge) 1=Culvert (Barrel Controls 5.47 cfs @ 3.94 fps) Pond 12P: WQU-P1 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)6 5 4 3 2 1 0 Inflow Area=1.414 ac Peak Elev=116.15' 24.0" Round Culvert n=0.013 L=78.0' S=0.0053 '/' 5.69 cfs5.69 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 143HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 13P: CB-P18 Inflow Area = 0.014 ac,100.00% Impervious, Inflow Depth = 4.23" for 10-Year event Inflow = 0.06 cfs @ 12.07 hrs, Volume= 0.005 af Outflow = 0.06 cfs @ 12.07 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min Primary = 0.06 cfs @ 12.07 hrs, Volume= 0.005 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.85' @ 12.07 hrs Flood Elev= 120.00' Device Routing Invert Outlet Devices #1 Primary 117.70'12.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.70' / 117.57' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.06 cfs @ 12.07 hrs HW=117.84' (Free Discharge) 1=Culvert (Barrel Controls 0.06 cfs @ 1.29 fps) Pond 13P: CB-P18 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.014 ac Peak Elev=117.85' 12.0" Round Culvert n=0.013 L=25.0' S=0.0052 '/' 0.06 cfs0.06 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 144HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 14P: CB-P17 Inflow Area = 0.083 ac,100.00% Impervious, Inflow Depth = 4.23" for 10-Year event Inflow = 0.37 cfs @ 12.07 hrs, Volume= 0.029 af Outflow = 0.37 cfs @ 12.07 hrs, Volume= 0.029 af, Atten= 0%, Lag= 0.0 min Primary = 0.37 cfs @ 12.07 hrs, Volume= 0.029 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.56' @ 12.07 hrs Flood Elev= 120.50' Device Routing Invert Outlet Devices #1 Primary 118.20'12.0" Round Culvert L= 39.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.20' / 118.00' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.35 cfs @ 12.07 hrs HW=118.55' (Free Discharge) 1=Culvert (Barrel Controls 0.35 cfs @ 2.10 fps) Pond 14P: CB-P17 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.083 ac Peak Elev=118.56' 12.0" Round Culvert n=0.013 L=39.0' S=0.0051 '/' 0.37 cfs0.37 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 145HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 20P: CB-P15 Inflow Area = 0.443 ac, 91.08% Impervious, Inflow Depth = 3.90" for 10-Year event Inflow = 1.88 cfs @ 12.07 hrs, Volume= 0.144 af Outflow = 1.88 cfs @ 12.07 hrs, Volume= 0.144 af, Atten= 0%, Lag= 0.0 min Primary = 1.88 cfs @ 12.07 hrs, Volume= 0.144 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.04' @ 12.07 hrs Flood Elev= 121.40' Device Routing Invert Outlet Devices #1 Primary 119.10'12.0" Round Culvert L= 57.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.10' / 118.82' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.81 cfs @ 12.07 hrs HW=120.02' (Free Discharge) 1=Culvert (Barrel Controls 1.81 cfs @ 3.14 fps) Pond 20P: CB-P15 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Inflow Area=0.443 ac Peak Elev=120.04' 12.0" Round Culvert n=0.013 L=57.0' S=0.0049 '/' 1.88 cfs1.88 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 146HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 23P: CB-P4 Inflow Area = 0.232 ac, 85.26% Impervious, Inflow Depth = 3.79" for 10-Year event Inflow = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af Outflow = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af, Atten= 0%, Lag= 0.0 min Primary = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.71' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.63' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.93 cfs @ 12.07 hrs HW=117.69' (Free Discharge) 1=Culvert (Barrel Controls 0.93 cfs @ 2.77 fps) Pond 23P: CB-P4 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.232 ac Peak Elev=117.71' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 0.97 cfs0.97 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 147HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 24P: CB-P2 Inflow Area = 0.394 ac, 81.70% Impervious, Inflow Depth = 3.68" for 10-Year event Inflow = 1.62 cfs @ 12.07 hrs, Volume= 0.121 af Outflow = 1.62 cfs @ 12.07 hrs, Volume= 0.121 af, Atten= 0%, Lag= 0.0 min Primary = 1.62 cfs @ 12.07 hrs, Volume= 0.121 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.93' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.63' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.56 cfs @ 12.07 hrs HW=117.91' (Free Discharge) 1=Culvert (Barrel Controls 1.56 cfs @ 3.12 fps) Pond 24P: CB-P2 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.394 ac Peak Elev=117.93' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 1.62 cfs1.62 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 148HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 25P: CB-P8 Inflow Area = 0.357 ac, 90.42% Impervious, Inflow Depth = 3.90" for 10-Year event Inflow = 1.52 cfs @ 12.07 hrs, Volume= 0.116 af Outflow = 1.52 cfs @ 12.07 hrs, Volume= 0.116 af, Atten= 0%, Lag= 0.0 min Primary = 1.52 cfs @ 12.07 hrs, Volume= 0.116 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.70' @ 12.07 hrs Flood Elev= 120.20' Device Routing Invert Outlet Devices #1 Primary 117.90'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.90' / 117.43' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.46 cfs @ 12.07 hrs HW=118.68' (Free Discharge) 1=Culvert (Barrel Controls 1.46 cfs @ 3.08 fps) Pond 25P: CB-P8 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.357 ac Peak Elev=118.70' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 1.52 cfs1.52 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 149HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 26P: CB-P6 Inflow Area = 0.232 ac, 85.29% Impervious, Inflow Depth = 3.79" for 10-Year event Inflow = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af Outflow = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af, Atten= 0%, Lag= 0.0 min Primary = 0.97 cfs @ 12.07 hrs, Volume= 0.073 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.71' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.63' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.93 cfs @ 12.07 hrs HW=117.69' (Free Discharge) 1=Culvert (Barrel Controls 0.93 cfs @ 2.77 fps) Pond 26P: CB-P6 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.232 ac Peak Elev=117.71' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 0.97 cfs0.97 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 150HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 31P: Infiltration Basin 2 Inflow Area = 3.865 ac, 81.83% Impervious, Inflow Depth = 1.88" for 10-Year event Inflow = 7.52 cfs @ 12.08 hrs, Volume= 0.605 af Outflow = 4.02 cfs @ 12.24 hrs, Volume= 0.556 af, Atten= 47%, Lag= 9.5 min Discarded = 0.18 cfs @ 12.24 hrs, Volume= 0.235 af Primary = 2.87 cfs @ 12.24 hrs, Volume= 0.294 af Secondary = 0.96 cfs @ 12.24 hrs, Volume= 0.027 af Tertiary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 113.43' @ 12.24 hrs Surf.Area= 4,940 sf Storage= 9,069 cf Flood Elev= 116.25' Surf.Area= 8,253 sf Storage= 25,875 cf Plug-Flow detention time= 177.5 min calculated for 0.556 af (92% of inflow) Center-of-Mass det. time= 135.3 min ( 914.1 - 778.7 ) Volume Invert Avail.Storage Storage Description #1 111.00' 25,875 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 111.00 2,679 243.0 0 0 2,679 112.00 3,513 291.0 3,087 3,087 4,736 112.50 3,957 300.0 1,866 4,953 5,184 113.00 4,478 334.0 2,107 7,060 6,907 114.00 5,597 381.0 5,027 12,088 9,605 115.00 6,884 428.0 6,229 18,317 12,658 116.00 8,253 437.0 7,558 25,875 13,413 Device Routing Invert Outlet Devices #1 Discarded 111.00'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #2 Secondary 113.00'24.0" Round Culvert L= 36.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.00' / 112.00' S= 0.0278 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #3 Primary 112.00'12.0" Round Culvert L= 35.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 112.00' / 111.00' S= 0.0286 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #4 Device 3 115.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 3 112.50'18.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 #6 Tertiary 116.00'8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 151HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.18 cfs @ 12.24 hrs HW=113.42' (Free Discharge) 1=Exfiltration ( Controls 0.18 cfs) Primary OutFlow Max=2.87 cfs @ 12.24 hrs HW=113.42' (Free Discharge) 3=Culvert (Inlet Controls 2.87 cfs @ 3.66 fps) 4=Orifice/Grate ( Controls 0.00 cfs) 5=Orifice/Grate (Passes 2.87 cfs of 4.28 cfs potential flow) Secondary OutFlow Max=0.96 cfs @ 12.24 hrs HW=113.42' (Free Discharge) 2=Culvert (Inlet Controls 0.96 cfs @ 1.96 fps) Tertiary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 31P: Infiltration Basin 2 Inflow Outflow Discarded Primary Secondary Tertiary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=3.865 ac Peak Elev=113.43' Storage=9,069 cf 7.52 cfs 4.02 cfs 0.18 cfs 2.87 cfs 0.96 cfs 0.00 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 152HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 32P: WQU-P2 [79] Warning: Submerged Pond 34P Primary device # 1 INLET by 0.29' Inflow Area = 1.584 ac, 73.77% Impervious, Inflow Depth = 3.42" for 10-Year event Inflow = 6.11 cfs @ 12.07 hrs, Volume= 0.452 af Outflow = 6.11 cfs @ 12.07 hrs, Volume= 0.452 af, Atten= 0%, Lag= 0.0 min Primary = 6.11 cfs @ 12.07 hrs, Volume= 0.452 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 115.40' @ 12.07 hrs Flood Elev= 121.21' Device Routing Invert Outlet Devices #1 Primary 114.06'24.0" Round Culvert L= 38.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.06' / 113.84' S= 0.0058 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=5.88 cfs @ 12.07 hrs HW=115.37' (Free Discharge) 1=Culvert (Barrel Controls 5.88 cfs @ 3.84 fps) Pond 32P: WQU-P2 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)6 5 4 3 2 1 0 Inflow Area=1.584 ac Peak Elev=115.40' 24.0" Round Culvert n=0.013 L=38.0' S=0.0058 '/' 6.11 cfs6.11 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 153HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 33P: CB-P19 Inflow Area = 0.061 ac,100.00% Impervious, Inflow Depth = 4.23" for 10-Year event Inflow = 0.27 cfs @ 12.07 hrs, Volume= 0.022 af Outflow = 0.27 cfs @ 12.07 hrs, Volume= 0.022 af, Atten= 0%, Lag= 0.0 min Primary = 0.27 cfs @ 12.07 hrs, Volume= 0.022 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.49' @ 12.07 hrs Flood Elev= 119.50' Device Routing Invert Outlet Devices #1 Primary 117.20'12.0" Round Culvert L= 73.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.20' / 115.76' S= 0.0197 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.26 cfs @ 12.07 hrs HW=117.48' (Free Discharge) 1=Culvert (Inlet Controls 0.26 cfs @ 1.43 fps) Pond 33P: CB-P19 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.061 ac Peak Elev=117.49' 12.0" Round Culvert n=0.013 L=73.0' S=0.0197 '/' 0.27 cfs0.27 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 154HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 34P: DMH-P6 [79] Warning: Submerged Pond 35P Primary device # 1 INLET by 0.54' Inflow Area = 1.522 ac, 72.71% Impervious, Inflow Depth = 3.39" for 10-Year event Inflow = 5.84 cfs @ 12.07 hrs, Volume= 0.430 af Outflow = 5.84 cfs @ 12.07 hrs, Volume= 0.430 af, Atten= 0%, Lag= 0.0 min Primary = 5.84 cfs @ 12.07 hrs, Volume= 0.430 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.30' @ 12.07 hrs Flood Elev= 120.00' Device Routing Invert Outlet Devices #1 Primary 115.08'24.0" Round Culvert L= 154.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.08' / 114.31' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=5.62 cfs @ 12.07 hrs HW=116.27' (Free Discharge) 1=Culvert (Barrel Controls 5.62 cfs @ 4.14 fps) Pond 34P: DMH-P6 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)6 5 4 3 2 1 0 Inflow Area=1.522 ac Peak Elev=116.30' 24.0" Round Culvert n=0.013 L=154.0' S=0.0050 '/' 5.84 cfs5.84 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 155HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 35P: DMH-P7 [79] Warning: Submerged Pond 36P Primary device # 1 INLET by 0.56' Inflow Area = 1.184 ac, 79.46% Impervious, Inflow Depth = 3.58" for 10-Year event Inflow = 4.75 cfs @ 12.07 hrs, Volume= 0.353 af Outflow = 4.75 cfs @ 12.07 hrs, Volume= 0.353 af, Atten= 0%, Lag= 0.0 min Primary = 4.75 cfs @ 12.07 hrs, Volume= 0.353 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.84' @ 12.07 hrs Flood Elev= 120.84' Device Routing Invert Outlet Devices #1 Primary 115.74'24.0" Round Culvert L= 111.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.74' / 115.18' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=4.58 cfs @ 12.07 hrs HW=116.82' (Free Discharge) 1=Culvert (Barrel Controls 4.58 cfs @ 3.86 fps) Pond 35P: DMH-P7 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)5 4 3 2 1 0 Inflow Area=1.184 ac Peak Elev=116.84' 24.0" Round Culvert n=0.013 L=111.0' S=0.0050 '/' 4.75 cfs4.75 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 156HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 36P: DMH-P8 [79] Warning: Submerged Pond 42P Primary device # 1 INLET by 0.18' [79] Warning: Submerged Pond 46P Primary device # 1 INLET by 0.61' Inflow Area = 1.028 ac, 80.23% Impervious, Inflow Depth = 3.60" for 10-Year event Inflow = 4.14 cfs @ 12.07 hrs, Volume= 0.308 af Outflow = 4.14 cfs @ 12.07 hrs, Volume= 0.308 af, Atten= 0%, Lag= 0.0 min Primary = 4.14 cfs @ 12.07 hrs, Volume= 0.308 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.30' @ 12.07 hrs Flood Elev= 120.83' Device Routing Invert Outlet Devices #1 Primary 116.26'24.0" Round Culvert L= 84.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.26' / 115.84' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=3.99 cfs @ 12.07 hrs HW=117.27' (Free Discharge) 1=Culvert (Barrel Controls 3.99 cfs @ 3.65 fps) Pond 36P: DMH-P8 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)4 3 2 1 0 Inflow Area=1.028 ac Peak Elev=117.30' 24.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' 4.14 cfs4.14 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 157HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 37P: DMH-P9 [79] Warning: Submerged Pond 39P Primary device # 1 INLET by 0.06' Inflow Area = 0.367 ac, 77.58% Impervious, Inflow Depth = 3.50" for 10-Year event Inflow = 1.44 cfs @ 12.07 hrs, Volume= 0.107 af Outflow = 1.44 cfs @ 12.07 hrs, Volume= 0.107 af, Atten= 0%, Lag= 0.0 min Primary = 1.44 cfs @ 12.07 hrs, Volume= 0.107 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.67' @ 12.07 hrs Flood Elev= 121.25' Device Routing Invert Outlet Devices #1 Primary 117.08'24.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.08' / 116.77' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.39 cfs @ 12.07 hrs HW=117.66' (Free Discharge) 1=Culvert (Barrel Controls 1.39 cfs @ 2.79 fps) Pond 37P: DMH-P9 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.367 ac Peak Elev=117.67' 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' 1.44 cfs1.44 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 158HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 38P: CB-P11 Inflow Area = 0.114 ac, 56.34% Impervious, Inflow Depth = 2.88" for 10-Year event Inflow = 0.39 cfs @ 12.07 hrs, Volume= 0.027 af Outflow = 0.39 cfs @ 12.07 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.0 min Primary = 0.39 cfs @ 12.07 hrs, Volume= 0.027 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.08' @ 12.07 hrs Flood Elev= 121.00' Device Routing Invert Outlet Devices #1 Primary 118.70'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.70' / 118.55' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.37 cfs @ 12.07 hrs HW=119.07' (Free Discharge) 1=Culvert (Barrel Controls 0.37 cfs @ 2.08 fps) Pond 38P: CB-P11 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.114 ac Peak Elev=119.08' 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' 0.39 cfs0.39 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 159HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 39P: CB-P1 Inflow Area = 0.253 ac, 87.19% Impervious, Inflow Depth = 3.79" for 10-Year event Inflow = 1.06 cfs @ 12.07 hrs, Volume= 0.080 af Outflow = 1.06 cfs @ 12.07 hrs, Volume= 0.080 af, Atten= 0%, Lag= 0.0 min Primary = 1.06 cfs @ 12.07 hrs, Volume= 0.080 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.25' @ 12.07 hrs Flood Elev= 119.90' Device Routing Invert Outlet Devices #1 Primary 117.60'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.60' / 117.25' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.02 cfs @ 12.07 hrs HW=118.23' (Free Discharge) 1=Culvert (Barrel Controls 1.02 cfs @ 2.79 fps) Pond 39P: CB-P1 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.253 ac Peak Elev=118.25' 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' 1.06 cfs1.06 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 160HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 40P: CB-P3 Inflow Area = 0.164 ac, 84.60% Impervious, Inflow Depth = 3.79" for 10-Year event Inflow = 0.69 cfs @ 12.07 hrs, Volume= 0.052 af Outflow = 0.69 cfs @ 12.07 hrs, Volume= 0.052 af, Atten= 0%, Lag= 0.0 min Primary = 0.69 cfs @ 12.07 hrs, Volume= 0.052 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.60' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.75' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.66 cfs @ 12.07 hrs HW=117.59' (Free Discharge) 1=Culvert (Barrel Controls 0.66 cfs @ 2.51 fps) Pond 40P: CB-P3 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Inflow Area=0.164 ac Peak Elev=117.60' 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' 0.69 cfs0.69 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 161HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 41P: CB-P7 Inflow Area = 0.266 ac, 78.51% Impervious, Inflow Depth = 3.57" for 10-Year event Inflow = 1.07 cfs @ 12.07 hrs, Volume= 0.079 af Outflow = 1.07 cfs @ 12.07 hrs, Volume= 0.079 af, Atten= 0%, Lag= 0.0 min Primary = 1.07 cfs @ 12.07 hrs, Volume= 0.079 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.55' @ 12.07 hrs Flood Elev= 120.20' Device Routing Invert Outlet Devices #1 Primary 117.90'12.0" Round Culvert L= 69.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.90' / 117.55' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.03 cfs @ 12.07 hrs HW=118.53' (Free Discharge) 1=Culvert (Barrel Controls 1.03 cfs @ 2.80 fps) Pond 41P: CB-P7 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.266 ac Peak Elev=118.55' 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' 1.07 cfs1.07 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 162HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 42P: CB-P5 Inflow Area = 0.164 ac, 84.40% Impervious, Inflow Depth = 3.68" for 10-Year event Inflow = 0.67 cfs @ 12.07 hrs, Volume= 0.050 af Outflow = 0.67 cfs @ 12.07 hrs, Volume= 0.050 af, Atten= 0%, Lag= 0.0 min Primary = 0.67 cfs @ 12.07 hrs, Volume= 0.050 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.60' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 69.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.75' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.65 cfs @ 12.07 hrs HW=117.59' (Free Discharge) 1=Culvert (Barrel Controls 0.65 cfs @ 2.51 fps) Pond 42P: CB-P5 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Inflow Area=0.164 ac Peak Elev=117.60' 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' 0.67 cfs0.67 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 163HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 43P: CB-P20 Inflow Area = 0.338 ac, 49.04% Impervious, Inflow Depth = 2.74" for 10-Year event Inflow = 1.08 cfs @ 12.08 hrs, Volume= 0.077 af Outflow = 1.08 cfs @ 12.08 hrs, Volume= 0.077 af, Atten= 0%, Lag= 0.0 min Primary = 1.08 cfs @ 12.08 hrs, Volume= 0.077 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.84' @ 12.08 hrs Flood Elev= 119.50' Device Routing Invert Outlet Devices #1 Primary 117.20'12.0" Round Culvert L= 26.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.20' / 117.00' S= 0.0077 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.04 cfs @ 12.08 hrs HW=117.83' (Free Discharge) 1=Culvert (Barrel Controls 1.04 cfs @ 2.88 fps) Pond 43P: CB-P20 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.338 ac Peak Elev=117.84' 12.0" Round Culvert n=0.013 L=26.0' S=0.0077 '/' 1.08 cfs1.08 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 164HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 44P: CB-P9 Inflow Area = 0.093 ac, 69.26% Impervious, Inflow Depth = 3.27" for 10-Year event Inflow = 0.35 cfs @ 12.07 hrs, Volume= 0.025 af Outflow = 0.35 cfs @ 12.07 hrs, Volume= 0.025 af, Atten= 0%, Lag= 0.0 min Primary = 0.35 cfs @ 12.07 hrs, Volume= 0.025 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.63' @ 12.07 hrs Flood Elev= 119.60' Device Routing Invert Outlet Devices #1 Primary 117.30'12.0" Round Culvert L= 15.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.30' / 117.14' S= 0.0107 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.34 cfs @ 12.07 hrs HW=117.62' (Free Discharge) 1=Culvert (Inlet Controls 0.34 cfs @ 1.53 fps) Pond 44P: CB-P9 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.093 ac Peak Elev=117.63' 12.0" Round Culvert n=0.013 L=15.0' S=0.0107 '/' 0.35 cfs0.35 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 165HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 45P: CB-P10 Inflow Area = 0.064 ac, 81.97% Impervious, Inflow Depth = 3.68" for 10-Year event Inflow = 0.26 cfs @ 12.07 hrs, Volume= 0.020 af Outflow = 0.26 cfs @ 12.07 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.0 min Primary = 0.26 cfs @ 12.07 hrs, Volume= 0.020 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.61' @ 12.07 hrs Flood Elev= 119.60' Device Routing Invert Outlet Devices #1 Primary 117.30'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.30' / 117.15' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.25 cfs @ 12.07 hrs HW=117.60' (Free Discharge) 1=Culvert (Barrel Controls 0.25 cfs @ 1.89 fps) Pond 45P: CB-P10 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.064 ac Peak Elev=117.61' 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' 0.26 cfs0.26 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 166HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 46P: DMH-P10 [79] Warning: Submerged Pond 37P Primary device # 1 INLET by 0.35' [79] Warning: Submerged Pond 40P Primary device # 1 INLET by 0.33' Inflow Area = 0.598 ac, 79.85% Impervious, Inflow Depth = 3.59" for 10-Year event Inflow = 2.40 cfs @ 12.07 hrs, Volume= 0.179 af Outflow = 2.40 cfs @ 12.07 hrs, Volume= 0.179 af, Atten= 0%, Lag= 0.0 min Primary = 2.40 cfs @ 12.07 hrs, Volume= 0.179 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.45' @ 12.07 hrs Flood Elev= 120.80' Device Routing Invert Outlet Devices #1 Primary 116.67'24.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.67' / 116.36' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.31 cfs @ 12.07 hrs HW=117.43' (Free Discharge) 1=Culvert (Barrel Controls 2.31 cfs @ 3.14 fps) Pond 46P: DMH-P10 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Inflow Area=0.598 ac Peak Elev=117.45' 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' 2.40 cfs2.40 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 167HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 47P: CB-P21 Inflow Area = 0.067 ac, 80.63% Impervious, Inflow Depth = 3.57" for 10-Year event Inflow = 0.27 cfs @ 12.07 hrs, Volume= 0.020 af Outflow = 0.27 cfs @ 12.07 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.0 min Primary = 0.27 cfs @ 12.07 hrs, Volume= 0.020 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.56' @ 12.07 hrs Flood Elev= 120.55' Device Routing Invert Outlet Devices #1 Primary 118.25'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.25' / 118.10' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.26 cfs @ 12.07 hrs HW=118.56' (Free Discharge) 1=Culvert (Barrel Controls 0.26 cfs @ 1.90 fps) Pond 47P: CB-P21 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.067 ac Peak Elev=118.56' 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' 0.27 cfs0.27 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 168HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 59P: Infiltration Basin 1 [79] Warning: Submerged Pond 73P Primary device # 1 OUTLET by 0.32' Inflow Area = 1.849 ac, 84.49% Impervious, Inflow Depth = 3.76" for 10-Year event Inflow = 7.60 cfs @ 12.07 hrs, Volume= 0.580 af Outflow = 6.41 cfs @ 12.12 hrs, Volume= 0.547 af, Atten= 16%, Lag= 3.2 min Discarded = 0.10 cfs @ 12.12 hrs, Volume= 0.134 af Primary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Secondary = 6.30 cfs @ 12.12 hrs, Volume= 0.413 af Tertiary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 113.83' @ 12.12 hrs Surf.Area= 3,058 sf Storage= 4,891 cf Flood Elev= 116.25' Surf.Area= 5,683 sf Storage= 14,270 cf Plug-Flow detention time= 114.9 min calculated for 0.547 af (94% of inflow) Center-of-Mass det. time= 83.1 min ( 855.1 - 772.0 ) Volume Invert Avail.Storage Storage Description #1 111.00' 14,270 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 111.00 531 259.0 0 0 531 112.00 1,350 285.0 909 909 1,689 112.50 1,784 294.4 781 1,690 2,146 113.00 2,233 304.0 1,002 2,692 2,627 114.00 3,237 335.0 2,720 5,412 4,235 115.00 4,427 388.0 3,817 9,228 7,306 116.00 5,683 445.0 5,042 14,270 11,107 Device Routing Invert Outlet Devices #1 Discarded 111.00'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #2 Primary 114.00'12.0" Round Culvert X 2.00 L= 73.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 114.00' / 114.00' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #3 Secondary 113.00'24.0" Round Culvert L= 20.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.00' / 112.75' S= 0.0125 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #4 Secondary 113.00'24.0" Round Culvert L= 20.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.00' / 112.75' S= 0.0125 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #5 Tertiary 116.00'8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 169HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=0.10 cfs @ 12.12 hrs HW=113.82' (Free Discharge) 1=Exfiltration ( Controls 0.10 cfs) Primary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 2=Culvert ( Controls 0.00 cfs) Secondary OutFlow Max=6.15 cfs @ 12.12 hrs HW=113.82' (Free Discharge) 3=Culvert (Barrel Controls 3.07 cfs @ 3.74 fps) 4=Culvert (Barrel Controls 3.07 cfs @ 3.74 fps) Tertiary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 59P: Infiltration Basin 1 Inflow Outflow Discarded Primary Secondary Tertiary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=1.849 ac Peak Elev=113.83' Storage=4,891 cf 7.60 cfs 6.41 cfs 0.10 cfs0.00 cfs 6.30 cfs 0.00 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 170HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 61P: DMH-P11 [81] Warning: Exceeded Pond 31P by 0.05' @ 12.05 hrs [79] Warning: Submerged Pond 69P Primary device # 1 OUTLET by 2.99' Inflow Area = 7.051 ac, 78.65% Impervious, Inflow Depth = 2.00" for 10-Year event Inflow = 14.37 cfs @ 12.07 hrs, Volume= 1.177 af Outflow = 14.37 cfs @ 12.07 hrs, Volume= 1.177 af, Atten= 0%, Lag= 0.0 min Primary = 14.37 cfs @ 12.07 hrs, Volume= 1.177 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 113.21' @ 12.07 hrs Flood Elev= 116.00' Device Routing Invert Outlet Devices #1 Primary 110.13'18.0" Round Culvert L= 103.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 110.13' / 108.58' S= 0.0150 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=13.86 cfs @ 12.07 hrs HW=113.02' (Free Discharge) 1=Culvert (Barrel Controls 13.86 cfs @ 7.84 fps) Pond 61P: DMH-P11 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)16 14 12 10 8 6 4 2 0 Inflow Area=7.051 ac Peak Elev=113.21' 18.0" Round Culvert n=0.013 L=103.0' S=0.0150 '/' 14.37 cfs14.37 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 171HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 67P: DMH-P13 [79] Warning: Submerged Pond 9P Primary device # 1 INLET by 0.59' Inflow Area = 0.908 ac, 97.03% Impervious, Inflow Depth = 4.13" for 10-Year event Inflow = 3.51 cfs @ 12.07 hrs, Volume= 0.313 af Outflow = 3.51 cfs @ 12.07 hrs, Volume= 0.313 af, Atten= 0%, Lag= 0.0 min Primary = 3.51 cfs @ 12.07 hrs, Volume= 0.313 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.26' @ 12.07 hrs Flood Elev= 122.40' Device Routing Invert Outlet Devices #1 Primary 116.35'24.0" Round Culvert L= 131.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.35' / 115.67' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=3.40 cfs @ 12.07 hrs HW=117.24' (Free Discharge) 1=Culvert (Barrel Controls 3.40 cfs @ 3.68 fps) Pond 67P: DMH-P13 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)3 2 1 0 Inflow Area=0.908 ac Peak Elev=117.26' 24.0" Round Culvert n=0.013 L=131.0' S=0.0052 '/' 3.51 cfs3.51 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 172HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 68P: DMH-3 (Exist.) [81] Warning: Exceeded Pond 67P by 0.57' @ 12.05 hrs Inflow Area = 0.908 ac, 97.03% Impervious, Inflow Depth = 4.13" for 10-Year event Inflow = 3.51 cfs @ 12.07 hrs, Volume= 0.313 af Outflow = 3.51 cfs @ 12.07 hrs, Volume= 0.313 af, Atten= 0%, Lag= 0.0 min Primary = 3.51 cfs @ 12.07 hrs, Volume= 0.313 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.91' @ 12.07 hrs Flood Elev= 120.66' Device Routing Invert Outlet Devices #1 Primary 115.18'12.0" Round Culvert L= 191.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 114.97' / 115.18' S= -0.0011 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=3.40 cfs @ 12.07 hrs HW=117.80' (Free Discharge) 1=Culvert (Barrel Controls 3.40 cfs @ 4.33 fps) Pond 68P: DMH-3 (Exist.) Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)3 2 1 0 Inflow Area=0.908 ac Peak Elev=117.91' 12.0" Round Culvert n=0.012 L=191.0' S=-0.0011 '/' 3.51 cfs3.51 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 173HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 69P: DMH-1 [57] Hint: Peaked at 115.24' (Flood elevation advised) Inflow Area = 3.185 ac, 74.79% Impervious, Inflow Depth = 3.33" for 10-Year event Inflow = 12.13 cfs @ 12.06 hrs, Volume= 0.883 af Outflow = 12.13 cfs @ 12.06 hrs, Volume= 0.883 af, Atten= 0%, Lag= 0.0 min Primary = 12.13 cfs @ 12.06 hrs, Volume= 0.883 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 115.24' @ 12.06 hrs Device Routing Invert Outlet Devices #1 Primary 113.19'18.0" Round Culvert L= 237.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.19' / 110.13' S= 0.0129 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=11.79 cfs @ 12.06 hrs HW=115.17' (Free Discharge) 1=Culvert (Inlet Controls 11.79 cfs @ 6.67 fps) Pond 69P: DMH-1 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)12 10 8 6 4 2 0 Inflow Area=3.185 ac Peak Elev=115.24' 18.0" Round Culvert n=0.012 L=237.0' S=0.0129 '/' 12.13 cfs12.13 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 174HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 71P: BioRetention Basin 1 [81] Warning: Exceeded Pond 72P by 0.31' @ 12.20 hrs [79] Warning: Submerged Pond 74P Primary device # 1 OUTLET by 0.04' Inflow Area = 1.607 ac, 90.18% Impervious, Inflow Depth = 3.89" for 10-Year event Inflow = 6.80 cfs @ 12.07 hrs, Volume= 0.521 af Outflow = 4.52 cfs @ 12.16 hrs, Volume= 0.488 af, Atten= 34%, Lag= 5.5 min Discarded = 0.13 cfs @ 12.16 hrs, Volume= 0.211 af Primary = 4.39 cfs @ 12.16 hrs, Volume= 0.277 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.54' @ 12.16 hrs Surf.Area= 3,968 sf Storage= 6,160 cf Flood Elev= 119.00' Surf.Area= 5,657 sf Storage= 13,097 cf Plug-Flow detention time= 164.6 min calculated for 0.488 af (94% of inflow) Center-of-Mass det. time= 129.3 min ( 898.2 - 768.9 ) Volume Invert Avail.Storage Storage Description #1 113.99' 16,065 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 113.99 2,649 270.0 0.0 0 0 2,649 114.00 2,649 270.0 20.0 5 5 2,652 115.99 2,649 270.0 20.0 1,054 1,060 3,189 116.00 2,649 270.0 100.0 26 1,086 3,192 117.00 3,490 290.0 100.0 3,060 4,146 4,126 118.00 4,399 310.0 100.0 3,936 8,082 5,127 119.00 5,657 371.0 100.0 5,015 13,097 8,450 119.50 6,221 381.0 100.0 2,968 16,065 9,077 Device Routing Invert Outlet Devices #1 Primary 116.50'12.0" Round Culvert X 2.00 L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.50' / 116.25' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2 Device 1 117.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Discarded 113.99'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #4 Secondary 119.50'135.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 175HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.13 cfs @ 12.16 hrs HW=117.53' (Free Discharge) 3=Exfiltration ( Controls 0.13 cfs) Primary OutFlow Max=4.36 cfs @ 12.16 hrs HW=117.53' (Free Discharge) 1=Culvert (Inlet Controls 4.36 cfs @ 2.78 fps) 2=Orifice/Grate (Passes 4.36 cfs of 10.20 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=113.99' (Free Discharge) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 71P: BioRetention Basin 1 Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=1.607 ac Peak Elev=117.54' Storage=6,160 cf 6.80 cfs 4.52 cfs 0.13 cfs 4.39 cfs 0.00 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 176HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 72P: DMH-P2 Inflow Area = 0.097 ac,100.00% Impervious, Inflow Depth = 4.23" for 10-Year event Inflow = 0.43 cfs @ 12.07 hrs, Volume= 0.034 af Outflow = 0.43 cfs @ 12.07 hrs, Volume= 0.034 af, Atten= 0%, Lag= 0.0 min Primary = 0.43 cfs @ 12.07 hrs, Volume= 0.034 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.30' @ 12.07 hrs Flood Elev= 120.40' Device Routing Invert Outlet Devices #1 Primary 117.00'24.0" Round Culvert L= 82.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.00' / 116.00' S= 0.0122 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.41 cfs @ 12.07 hrs HW=117.29' (Free Discharge) 1=Culvert (Inlet Controls 0.41 cfs @ 1.45 fps) Pond 72P: DMH-P2 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.097 ac Peak Elev=117.30' 24.0" Round Culvert n=0.013 L=82.0' S=0.0122 '/' 0.43 cfs0.43 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 177HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 73P: WQU-P4 Inflow Area = 0.136 ac,100.00% Impervious, Inflow Depth = 4.23" for 10-Year event Inflow = 0.60 cfs @ 12.07 hrs, Volume= 0.048 af Outflow = 0.60 cfs @ 12.07 hrs, Volume= 0.048 af, Atten= 0%, Lag= 0.0 min Primary = 0.60 cfs @ 12.07 hrs, Volume= 0.048 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.85' @ 12.07 hrs Flood Elev= 119.36' Device Routing Invert Outlet Devices #1 Primary 114.50'24.0" Round Culvert L= 28.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.50' / 113.50' S= 0.0357 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.57 cfs @ 12.07 hrs HW=114.85' (Free Discharge) 1=Culvert (Inlet Controls 0.57 cfs @ 1.58 fps) Pond 73P: WQU-P4 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.136 ac Peak Elev=114.85' 24.0" Round Culvert n=0.013 L=28.0' S=0.0357 '/' 0.60 cfs0.60 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 178HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 74P: DMH-P1A [79] Warning: Submerged Pond 3P Primary device # 1 INLET by 0.35' [79] Warning: Submerged Pond 20P Primary device # 1 OUTLET by 0.23' Inflow Area = 1.062 ac, 88.64% Impervious, Inflow Depth = 3.83" for 10-Year event Inflow = 4.47 cfs @ 12.07 hrs, Volume= 0.339 af Outflow = 4.47 cfs @ 12.07 hrs, Volume= 0.339 af, Atten= 0%, Lag= 0.0 min Primary = 4.47 cfs @ 12.07 hrs, Volume= 0.339 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.07' @ 12.07 hrs Flood Elev= 122.30' Device Routing Invert Outlet Devices #1 Primary 118.00'24.0" Round Culvert L= 110.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 118.00' / 117.50' S= 0.0045 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=4.30 cfs @ 12.07 hrs HW=119.04' (Free Discharge) 1=Culvert (Barrel Controls 4.30 cfs @ 3.78 fps) Pond 74P: DMH-P1A Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)5 4 3 2 1 0 Inflow Area=1.062 ac Peak Elev=119.07' 24.0" Round Culvert n=0.013 L=110.0' S=0.0045 '/' 4.47 cfs4.47 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 179HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 75P: CB-P22 Inflow Area = 0.199 ac, 43.65% Impervious, Inflow Depth = 2.61" for 10-Year event Inflow = 0.61 cfs @ 12.08 hrs, Volume= 0.043 af Outflow = 0.61 cfs @ 12.08 hrs, Volume= 0.043 af, Atten= 0%, Lag= 0.0 min Primary = 0.61 cfs @ 12.08 hrs, Volume= 0.043 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.15' @ 12.08 hrs Flood Elev= 120.00' Device Routing Invert Outlet Devices #1 Primary 117.70'12.0" Round Culvert L= 125.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.70' / 115.20' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.59 cfs @ 12.08 hrs HW=118.14' (Free Discharge) 1=Culvert (Inlet Controls 0.59 cfs @ 1.78 fps) Pond 75P: CB-P22 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.6 0.5 0.4 0.3 0.2 0.1 0 Inflow Area=0.199 ac Peak Elev=118.15' 12.0" Round Culvert n=0.013 L=125.0' S=0.0200 '/' 0.61 cfs0.61 cfs Post-Development Conditions Type III 24-hr 10-Year Rainfall=4.47"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 180HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Link 70L: Existing Atwood Rd. Drainage Inflow Area = 3.185 ac, 74.79% Impervious, Inflow Depth = 3.33" for 10-Year event Inflow = 12.13 cfs @ 12.06 hrs, Volume= 0.883 af Primary = 12.13 cfs @ 12.06 hrs, Volume= 0.883 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs 10-Year Primary Outflow Imported from J:\H\H1363\Atwood North\Data\Drainage\Existing Drainage Atwood Rd Draina Link 70L: Existing Atwood Rd. Drainage Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)12 10 8 6 4 2 0 Inflow Area=3.185 ac 10-Year Primary Outflow Imported from J:\H\H1363\Atwood North\Data\Drainage\Existing Drainage Atwood Rd Drainage~Pond 1P.hce Area= 2.277 ac 65.92% Imperv. 12.13 cfs12.13 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 181HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=0.50-30.00 hrs, dt=0.05 hrs, 591 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=16,858 sf 87.72% Impervious Runoff Depth=4.84"Subcatchment 1S: East Parking Lot (S-E) Tc=5.0 min CN=94 Runoff=2.04 cfs 0.156 af Runoff Area=11,237 sf 89.54% Impervious Runoff Depth=4.95"Subcatchment 2S: Courthouse Drive & Tc=5.0 min CN=95 Runoff=1.38 cfs 0.107 af Runoff Area=10,100 sf 85.53% Impervious Runoff Depth=4.84"Subcatchment 3S: East Parking Lot (N-E) Tc=5.0 min CN=94 Runoff=1.22 cfs 0.094 af Runoff Area=19,286 sf 91.08% Impervious Runoff Depth=4.95"Subcatchment 4S: East Parking Lot (N-W-1) Tc=5.0 min CN=95 Runoff=2.36 cfs 0.183 af Runoff Area=1,823 sf 100.00% Impervious Runoff Depth=5.30"Subcatchment 5S: East Parking Lot (N-W-2) Tc=5.0 min CN=98 Runoff=0.23 cfs 0.018 af Runoff Area=17,149 sf 81.70% Impervious Runoff Depth=4.73"Subcatchment 6S: Central Parking (N-E-1) Tc=5.0 min CN=93 Runoff=2.05 cfs 0.155 af Runoff Area=10,107 sf 85.26% Impervious Runoff Depth=4.84"Subcatchment 7S: Central Parking (N-E-2) Tc=5.0 min CN=94 Runoff=1.22 cfs 0.094 af Runoff Area=10,111 sf 85.29% Impervious Runoff Depth=4.84"Subcatchment 8S: Central Parking (N-W-1) Tc=5.0 min CN=94 Runoff=1.22 cfs 0.094 af Runoff Area=15,536 sf 90.42% Impervious Runoff Depth=4.95"Subcatchment 9S: Central Parking (N-W-2) Tc=5.0 min CN=95 Runoff=1.90 cfs 0.147 af Runoff Area=9,320 sf 82.62% Impervious Runoff Depth=4.73"Subcatchment 10S: North Driveway Tc=5.0 min CN=93 Runoff=1.11 cfs 0.084 af Runoff Area=3,273 sf 100.00% Impervious Runoff Depth=5.30"Subcatchment 11S: North Parking Lot (E) Tc=5.0 min CN=98 Runoff=0.41 cfs 0.033 af Runoff Area=5,907 sf 100.00% Impervious Runoff Depth=5.30"Subcatchment 12S: North Parking Lot (W) Tc=5.0 min CN=98 Runoff=0.74 cfs 0.060 af Runoff Area=8,674 sf 43.65% Impervious Runoff Depth=3.57"Subcatchment 13S: BLDG 2 Rear (N) Tc=5.0 min CN=82 Runoff=0.83 cfs 0.059 af Runoff Area=2,678 sf 100.00% Impervious Runoff Depth=5.30"Subcatchment 14S: BLDG 2 Rear (Center) Tc=5.0 min CN=98 Runoff=0.34 cfs 0.027 af Runoff Area=4,367 sf 69.84% Impervious Runoff Depth=4.29"Subcatchment 15S: BLDG 2 Rear (S) Tc=5.0 min CN=89 Runoff=0.49 cfs 0.036 af Runoff Area=10,357 sf 40.27% Impervious Runoff Depth=3.47"Subcatchment 16S: BLDG 2 Access Rd. (S) Tc=5.0 min CN=81 Runoff=0.96 cfs 0.069 af Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 182HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Runoff Area=18,868 sf 100.00% Impervious Runoff Depth=5.30"Subcatchment 17S: Infiltration Basin Area Flow Length=145' Tc=9.8 min CN=98 Runoff=2.04 cfs 0.191 af Runoff Area=13,040 sf 100.00% Impervious Runoff Depth=5.30"Subcatchment 18S: Infiltration Basin Area Tc=5.0 min CN=98 Runoff=1.63 cfs 0.132 af Runoff Area=5,111 sf 100.00% Impervious Runoff Depth=5.30"Subcatchment 19S: BioRetention Basin Flow Length=42' Slope=0.0200 '/' Tc=5.0 min CN=98 Runoff=0.64 cfs 0.052 af Runoff Area=25,464 sf 36.29% Impervious Runoff Depth=2.80"Subcatchment 20S: Wetland Area Flow Length=97' Tc=8.3 min CN=74 Runoff=1.75 cfs 0.137 af Runoff Area=11,859 sf 0.00% Impervious Runoff Depth=2.36"Subcatchment 21S: Northern Property Line Flow Length=50' Slope=0.0200 '/' Tc=5.8 min CN=69 Runoff=0.73 cfs 0.054 af Runoff Area=5,032 sf 100.00% Impervious Runoff Depth=5.30"Subcatchment 22S: Bioretention Basin Tc=5.0 min CN=98 Runoff=0.63 cfs 0.051 af Runoff Area=23,295 sf 100.00% Impervious Runoff Depth=5.30"Subcatchment 23S: Bldg. 1 Roof Tc=5.0 min CN=98 Runoff=2.92 cfs 0.236 af Runoff Area=19,260 sf 100.00% Impervious Runoff Depth=5.30"Subcatchment 24S: Bldg. 2 Roof Tc=6.0 min CN=98 Runoff=2.34 cfs 0.195 af Runoff Area=11,011 sf 87.19% Impervious Runoff Depth=4.84"Subcatchment 25S: Central Parking (S-E-1) Tc=5.0 min CN=94 Runoff=1.33 cfs 0.102 af Runoff Area=7,156 sf 84.60% Impervious Runoff Depth=4.84"Subcatchment 26S: Central Parking (S-E-2) Tc=5.0 min CN=94 Runoff=0.87 cfs 0.066 af Runoff Area=7,148 sf 84.40% Impervious Runoff Depth=4.73"Subcatchment 27S: Central Parking (S-W-1) Tc=5.0 min CN=93 Runoff=0.85 cfs 0.065 af Runoff Area=11,566 sf 78.51% Impervious Runoff Depth=4.62"Subcatchment 28S: Central Parking (S-W-2) Tc=5.0 min CN=92 Runoff=1.36 cfs 0.102 af Runoff Area=4,037 sf 69.26% Impervious Runoff Depth=4.29"Subcatchment 29S: BLDG 2 Drive-up Tc=5.0 min CN=89 Runoff=0.45 cfs 0.033 af Runoff Area=2,778 sf 81.97% Impervious Runoff Depth=4.73"Subcatchment 30S: South Driveway (W) Tc=5.0 min CN=93 Runoff=0.33 cfs 0.025 af Runoff Area=2,907 sf 80.63% Impervious Runoff Depth=4.62"Subcatchment 31S: South Driveway (Center) Tc=5.0 min CN=92 Runoff=0.34 cfs 0.026 af Runoff Area=4,982 sf 56.34% Impervious Runoff Depth=3.87"Subcatchment 32S: South Driveway (E) Tc=5.0 min CN=85 Runoff=0.51 cfs 0.037 af Runoff Area=3,619 sf 100.00% Impervious Runoff Depth=5.30"Subcatchment 74S: North Parking Lot (C) Tc=5.0 min CN=98 Runoff=0.45 cfs 0.037 af Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 183HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Runoff Area=600 sf 100.00% Impervious Runoff Depth=5.30"Subcatchment 75S: North Parking Lot Drive Tc=5.0 min CN=98 Runoff=0.08 cfs 0.006 af Runoff Area=5,047 sf 100.00% Impervious Runoff Depth=5.30"Subcatchment 77S: East Parking Lot (N-E2) Tc=5.0 min CN=98 Runoff=0.63 cfs 0.051 af Inflow=8.49 cfs 0.702 afReach 71R: Design Point 2 - Northern Wetland Area Outflow=8.49 cfs 0.702 af Inflow=28.00 cfs 2.326 afReach 72R: Design Point 1 - Western Wetland Area Outflow=28.00 cfs 2.326 af Peak Elev=120.88' Inflow=2.04 cfs 0.156 afPond 2P: CB-P13 12.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' Outflow=2.04 cfs 0.156 af Peak Elev=119.77' Inflow=3.26 cfs 0.250 afPond 3P: DMH-P1 18.0" Round Culvert n=0.013 L=201.0' S=0.0035 '/' Outflow=3.26 cfs 0.250 af Peak Elev=120.61' Inflow=1.22 cfs 0.094 afPond 4P: CB-P14 12.0" Round Culvert n=0.013 L=58.0' S=0.0050 '/' Outflow=1.22 cfs 0.094 af Peak Elev=117.42' Inflow=3.27 cfs 0.249 afPond 8P: DMH-P3 24.0" Round Culvert n=0.013 L=129.0' S=0.0050 '/' Outflow=3.27 cfs 0.249 af Peak Elev=119.54' Storage=488 cf Inflow=2.01 cfs 0.158 afPond 9P: Bioretention Basin 2 Outflow=1.27 cfs 0.157 af Peak Elev=117.09' Inflow=6.40 cfs 0.490 afPond 11P: DMH-P5 24.0" Round Culvert n=0.013 L=126.0' S=0.0050 '/' Outflow=6.40 cfs 0.490 af Peak Elev=116.35' Inflow=7.23 cfs 0.549 afPond 12P: WQU-P1 24.0" Round Culvert n=0.013 L=78.0' S=0.0053 '/' Outflow=7.23 cfs 0.549 af Peak Elev=117.86' Inflow=0.08 cfs 0.006 afPond 13P: CB-P18 12.0" Round Culvert n=0.013 L=25.0' S=0.0052 '/' Outflow=0.08 cfs 0.006 af Peak Elev=118.61' Inflow=0.45 cfs 0.037 afPond 14P: CB-P17 12.0" Round Culvert n=0.013 L=39.0' S=0.0051 '/' Outflow=0.45 cfs 0.037 af Peak Elev=120.23' Inflow=2.36 cfs 0.183 afPond 20P: CB-P15 12.0" Round Culvert n=0.013 L=57.0' S=0.0049 '/' Outflow=2.36 cfs 0.183 af Peak Elev=117.80' Inflow=1.22 cfs 0.094 afPond 23P: CB-P4 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=1.22 cfs 0.094 af Peak Elev=118.08' Inflow=2.05 cfs 0.155 afPond 24P: CB-P2 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=2.05 cfs 0.155 af Peak Elev=118.83' Inflow=1.90 cfs 0.147 afPond 25P: CB-P8 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=1.90 cfs 0.147 af Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 184HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=117.80' Inflow=1.22 cfs 0.094 afPond 26P: CB-P6 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=1.22 cfs 0.094 af Peak Elev=113.69' Storage=10,420 cf Inflow=9.60 cfs 0.779 afPond 31P: Infiltration Basin 2 cfs 0.249 af Primary=3.26 cfs 0.400 af Secondary=2.41 cfs 0.076 af Tertiary=0.00 cfs 0.000 af Outflow=5.87 cfs 0.724 af Peak Elev=115.62' Inflow=7.85 cfs 0.588 afPond 32P: WQU-P2 24.0" Round Culvert n=0.013 L=38.0' S=0.0058 '/' Outflow=7.85 cfs 0.588 af Peak Elev=117.52' Inflow=0.34 cfs 0.027 afPond 33P: CB-P19 12.0" Round Culvert n=0.013 L=73.0' S=0.0197 '/' Outflow=0.34 cfs 0.027 af Peak Elev=116.50' Inflow=7.52 cfs 0.560 afPond 34P: DMH-P6 24.0" Round Culvert n=0.013 L=154.0' S=0.0050 '/' Outflow=7.52 cfs 0.560 af Peak Elev=117.01' Inflow=6.06 cfs 0.456 afPond 35P: DMH-P7 24.0" Round Culvert n=0.013 L=111.0' S=0.0050 '/' Outflow=6.06 cfs 0.456 af Peak Elev=117.45' Inflow=5.27 cfs 0.398 afPond 36P: DMH-P8 24.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' Outflow=5.27 cfs 0.398 af Peak Elev=117.75' Inflow=1.85 cfs 0.139 afPond 37P: DMH-P9 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=1.85 cfs 0.139 af Peak Elev=119.14' Inflow=0.51 cfs 0.037 afPond 38P: CB-P11 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' Outflow=0.51 cfs 0.037 af Peak Elev=118.34' Inflow=1.33 cfs 0.102 afPond 39P: CB-P1 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' Outflow=1.33 cfs 0.102 af Peak Elev=117.67' Inflow=0.87 cfs 0.066 afPond 40P: CB-P3 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' Outflow=0.87 cfs 0.066 af Peak Elev=118.65' Inflow=1.36 cfs 0.102 afPond 41P: CB-P7 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' Outflow=1.36 cfs 0.102 af Peak Elev=117.67' Inflow=0.85 cfs 0.065 afPond 42P: CB-P5 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' Outflow=0.85 cfs 0.065 af Peak Elev=117.97' Inflow=1.46 cfs 0.105 afPond 43P: CB-P20 12.0" Round Culvert n=0.013 L=26.0' S=0.0077 '/' Outflow=1.46 cfs 0.105 af Peak Elev=117.68' Inflow=0.45 cfs 0.033 afPond 44P: CB-P9 12.0" Round Culvert n=0.013 L=15.0' S=0.0107 '/' Outflow=0.45 cfs 0.033 af Peak Elev=117.65' Inflow=0.33 cfs 0.025 afPond 45P: CB-P10 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' Outflow=0.33 cfs 0.025 af Peak Elev=117.56' Inflow=3.06 cfs 0.231 afPond 46P: DMH-P10 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=3.06 cfs 0.231 af Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 185HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=118.61' Inflow=0.34 cfs 0.026 afPond 47P: CB-P21 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' Outflow=0.34 cfs 0.026 af Peak Elev=113.97' Storage=5,301 cf Inflow=9.61 cfs 0.741 afPond 59P: Infiltration Basin 1 cfs 0.141 af Primary=0.00 cfs 0.000 af Secondary=8.08 cfs 0.567 af Tertiary=0.00 cfs 0.000 af Outflow=8.19 cfs 0.707 af Peak Elev=115.14' Inflow=18.21 cfs 1.547 afPond 61P: DMH-P11 18.0" Round Culvert n=0.013 L=103.0' S=0.0150 '/' Outflow=18.21 cfs 1.547 af Peak Elev=117.35' Inflow=4.13 cfs 0.393 afPond 67P: DMH-P13 24.0" Round Culvert n=0.013 L=131.0' S=0.0052 '/' Outflow=4.13 cfs 0.393 af Peak Elev=118.66' Inflow=4.13 cfs 0.393 afPond 68P: DMH-3 (Exist.) 12.0" Round Culvert n=0.012 L=191.0' S=-0.0011 '/' Outflow=4.13 cfs 0.393 af Peak Elev=117.34' Inflow=15.37 cfs 1.147 afPond 69P: DMH-1 18.0" Round Culvert n=0.012 L=237.0' S=0.0129 '/' Outflow=15.37 cfs 1.147 af Peak Elev=117.75' Storage=6,991 cf Inflow=8.55 cfs 0.663 afPond 71P: BioRetention Basin 1 Discarded=0.14 cfs 0.222 af Primary=5.16 cfs 0.402 af Secondary=0.00 cfs 0.000 af Outflow=5.30 cfs 0.624 af Peak Elev=117.33' Inflow=0.53 cfs 0.043 afPond 72P: DMH-P2 24.0" Round Culvert n=0.013 L=82.0' S=0.0122 '/' Outflow=0.53 cfs 0.043 af Peak Elev=114.90' Inflow=0.74 cfs 0.060 afPond 73P: WQU-P4 24.0" Round Culvert n=0.013 L=28.0' S=0.0357 '/' Outflow=0.74 cfs 0.060 af Peak Elev=119.22' Inflow=5.63 cfs 0.432 afPond 74P: DMH-P1A 24.0" Round Culvert n=0.013 L=110.0' S=0.0045 '/' Outflow=5.63 cfs 0.432 af Peak Elev=118.23' Inflow=0.83 cfs 0.059 afPond 75P: CB-P22 12.0" Round Culvert n=0.013 L=125.0' S=0.0200 '/' Outflow=0.83 cfs 0.059 af from J:\H\H1363\Atwood North\Data\Drainage\Existing Drainage Atwood Rd Drainage~Pond 1P.hce Inflow=15.37 cfs 1.147 afLink Area= 2.277 ac 65.92% Imperv. Primary=15.37 cfs 1.147 af Total Runoff Area = 7.795 ac Runoff Volume = 3.014 af Average Runoff Depth = 4.64" 19.65% Pervious = 1.532 ac 80.35% Impervious = 6.264 ac Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 186HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: East Parking Lot (S-E) [49] Hint: Tc<2dt may require smaller dt Runoff = 2.04 cfs @ 12.07 hrs, Volume= 0.156 af, Depth= 4.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 14,787 98 Paved parking, HSG B 2,071 69 50-75% Grass cover, Fair, HSG B 16,858 94 Weighted Average 2,071 12.28% Pervious Area 14,787 87.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 1S: East Parking Lot (S-E) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=16,858 sf Runoff Volume=0.156 af Runoff Depth=4.84" Tc=5.0 min CN=94 2.04 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 187HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Courthouse Drive & Entry [49] Hint: Tc<2dt may require smaller dt Runoff = 1.38 cfs @ 12.07 hrs, Volume= 0.107 af, Depth= 4.95" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 10,062 98 Paved parking, HSG B 1,175 69 50-75% Grass cover, Fair, HSG B 11,237 95 Weighted Average 1,175 10.46% Pervious Area 10,062 89.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 2S: Courthouse Drive & Entry Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=11,237 sf Runoff Volume=0.107 af Runoff Depth=4.95" Tc=5.0 min CN=95 1.38 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 188HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: East Parking Lot (N-E) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.22 cfs @ 12.07 hrs, Volume= 0.094 af, Depth= 4.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 8,639 98 Paved parking, HSG B 1,461 69 50-75% Grass cover, Fair, HSG B 10,100 94 Weighted Average 1,461 14.47% Pervious Area 8,639 85.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 3S: East Parking Lot (N-E) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=10,100 sf Runoff Volume=0.094 af Runoff Depth=4.84" Tc=5.0 min CN=94 1.22 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 189HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: East Parking Lot (N-W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 2.36 cfs @ 12.07 hrs, Volume= 0.183 af, Depth= 4.95" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 17,565 98 Paved parking, HSG B 1,721 69 50-75% Grass cover, Fair, HSG B 19,286 95 Weighted Average 1,721 8.92% Pervious Area 17,565 91.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 4S: East Parking Lot (N-W-1) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=19,286 sf Runoff Volume=0.183 af Runoff Depth=4.95" Tc=5.0 min CN=95 2.36 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 190HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: East Parking Lot (N-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.23 cfs @ 12.07 hrs, Volume= 0.018 af, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 1,823 98 Paved parking, HSG B 1,823 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 5S: East Parking Lot (N-W-2) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=1,823 sf Runoff Volume=0.018 af Runoff Depth=5.30" Tc=5.0 min CN=98 0.23 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 191HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Central Parking (N-E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 2.05 cfs @ 12.07 hrs, Volume= 0.155 af, Depth= 4.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 14,011 98 Paved parking, HSG B 3,138 69 50-75% Grass cover, Fair, HSG B 17,149 93 Weighted Average 3,138 18.30% Pervious Area 14,011 81.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 6S: Central Parking (N-E-1) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=17,149 sf Runoff Volume=0.155 af Runoff Depth=4.73" Tc=5.0 min CN=93 2.05 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 192HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Central Parking (N-E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.22 cfs @ 12.07 hrs, Volume= 0.094 af, Depth= 4.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 8,617 98 Paved parking, HSG B 1,490 69 50-75% Grass cover, Fair, HSG B 10,107 94 Weighted Average 1,490 14.74% Pervious Area 8,617 85.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 7S: Central Parking (N-E-2) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=10,107 sf Runoff Volume=0.094 af Runoff Depth=4.84" Tc=5.0 min CN=94 1.22 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 193HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Central Parking (N-W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.22 cfs @ 12.07 hrs, Volume= 0.094 af, Depth= 4.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 8,624 98 Paved parking, HSG B 1,487 69 50-75% Grass cover, Fair, HSG B 10,111 94 Weighted Average 1,487 14.71% Pervious Area 8,624 85.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 8S: Central Parking (N-W-1) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=10,111 sf Runoff Volume=0.094 af Runoff Depth=4.84" Tc=5.0 min CN=94 1.22 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 194HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Central Parking (N-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.90 cfs @ 12.07 hrs, Volume= 0.147 af, Depth= 4.95" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 14,048 98 Paved parking, HSG B 1,488 69 50-75% Grass cover, Fair, HSG B 15,536 95 Weighted Average 1,488 9.58% Pervious Area 14,048 90.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 9S: Central Parking (N-W-2) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=15,536 sf Runoff Volume=0.147 af Runoff Depth=4.95" Tc=5.0 min CN=95 1.90 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 195HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: North Driveway [49] Hint: Tc<2dt may require smaller dt Runoff = 1.11 cfs @ 12.07 hrs, Volume= 0.084 af, Depth= 4.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 7,700 98 Paved parking, HSG B 1,620 69 50-75% Grass cover, Fair, HSG B 9,320 93 Weighted Average 1,620 17.38% Pervious Area 7,700 82.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 10S: North Driveway Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=9,320 sf Runoff Volume=0.084 af Runoff Depth=4.73" Tc=5.0 min CN=93 1.11 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 196HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: North Parking Lot (E) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.41 cfs @ 12.07 hrs, Volume= 0.033 af, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 3,273 98 Paved parking, HSG B 3,273 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 11S: North Parking Lot (E) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=3,273 sf Runoff Volume=0.033 af Runoff Depth=5.30" Tc=5.0 min CN=98 0.41 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 197HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: North Parking Lot (W) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.74 cfs @ 12.07 hrs, Volume= 0.060 af, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 5,907 98 Paved parking, HSG B 5,907 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min. Subcatchment 12S: North Parking Lot (W) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=5,907 sf Runoff Volume=0.060 af Runoff Depth=5.30" Tc=5.0 min CN=98 0.74 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 198HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: BLDG 2 Rear (N) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.83 cfs @ 12.07 hrs, Volume= 0.059 af, Depth= 3.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 3,786 98 Paved parking, HSG B 4,888 69 50-75% Grass cover, Fair, HSG B 8,674 82 Weighted Average 4,888 56.35% Pervious Area 3,786 43.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 13S: BLDG 2 Rear (N) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=8,674 sf Runoff Volume=0.059 af Runoff Depth=3.57" Tc=5.0 min CN=82 0.83 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 199HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: BLDG 2 Rear (Center) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.34 cfs @ 12.07 hrs, Volume= 0.027 af, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 2,678 98 Paved parking, HSG B 2,678 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 14S: BLDG 2 Rear (Center) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=2,678 sf Runoff Volume=0.027 af Runoff Depth=5.30" Tc=5.0 min CN=98 0.34 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 200HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: BLDG 2 Rear (S) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.49 cfs @ 12.07 hrs, Volume= 0.036 af, Depth= 4.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 3,050 98 Paved parking, HSG B 1,317 69 50-75% Grass cover, Fair, HSG B 4,367 89 Weighted Average 1,317 30.16% Pervious Area 3,050 69.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 15S: BLDG 2 Rear (S) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=4,367 sf Runoff Volume=0.036 af Runoff Depth=4.29" Tc=5.0 min CN=89 0.49 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 201HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: BLDG 2 Access Rd. (S) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.96 cfs @ 12.08 hrs, Volume= 0.069 af, Depth= 3.47" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 4,171 98 Paved parking, HSG B 6,186 69 50-75% Grass cover, Fair, HSG B 10,357 81 Weighted Average 6,186 59.73% Pervious Area 4,171 40.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 16S: BLDG 2 Access Rd. (S) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=10,357 sf Runoff Volume=0.069 af Runoff Depth=3.47" Tc=5.0 min CN=81 0.96 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 202HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: Infiltration Basin Area Runoff = 2.04 cfs @ 12.13 hrs, Volume= 0.191 af, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 18,868 98 Water Surface, HSG B 18,868 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 50 0.3333 0.45 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.0 17 0.3333 8.66 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 7.6 50 0.0100 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.3 28 0.0100 1.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 9.8 145 Total Subcatchment 17S: Infiltration Basin Area Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=18,868 sf Runoff Volume=0.191 af Runoff Depth=5.30" Flow Length=145' Tc=9.8 min CN=98 2.04 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 203HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Infiltration Basin Area [49] Hint: Tc<2dt may require smaller dt Runoff = 1.63 cfs @ 12.07 hrs, Volume= 0.132 af, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 13,040 98 Water Surface, HSG B 13,040 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 18S: Infiltration Basin Area Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=13,040 sf Runoff Volume=0.132 af Runoff Depth=5.30" Tc=5.0 min CN=98 1.63 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 204HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: BioRetention Basin Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.64 cfs @ 12.07 hrs, Volume= 0.052 af, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 5,111 98 Water Surface, HSG B 5,111 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 42 0.0200 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" Subcatchment 19S: BioRetention Basin Area Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=5,111 sf Runoff Volume=0.052 af Runoff Depth=5.30" Flow Length=42' Slope=0.0200 '/' Tc=5.0 min CN=98 0.64 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 205HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Wetland Area Runoff = 1.75 cfs @ 12.12 hrs, Volume= 0.137 af, Depth= 2.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 8,321 61 >75% Grass cover, Good, HSG B 7,901 60 Woods, Fair, HSG B 9,242 98 Water Surface, HSG B 25,464 74 Weighted Average 16,222 63.71% Pervious Area 9,242 36.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 6 0.1670 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.8 10 0.1000 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.6 17 0.0590 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.1 20 0.2000 0.30 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.9 20 0.0500 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.4 24 0.0420 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 8.3 97 Total Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 206HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 20S: Wetland Area Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=25,464 sf Runoff Volume=0.137 af Runoff Depth=2.80" Flow Length=97' Tc=8.3 min CN=74 1.75 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 207HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: Northern Property Line Boundary [49] Hint: Tc<2dt may require smaller dt Runoff = 0.73 cfs @ 12.09 hrs, Volume= 0.054 af, Depth= 2.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 11,859 69 50-75% Grass cover, Fair, HSG B 11,859 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.8 50 0.0200 0.14 Sheet Flow, First 50' Grass: Short n= 0.150 P2= 3.05" Subcatchment 21S: Northern Property Line Boundary Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=11,859 sf Runoff Volume=0.054 af Runoff Depth=2.36" Flow Length=50' Slope=0.0200 '/' Tc=5.8 min CN=69 0.73 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 208HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 22S: Bioretention Basin Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.63 cfs @ 12.07 hrs, Volume= 0.051 af, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 5,032 98 Water Surface, HSG B 5,032 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 22S: Bioretention Basin Area Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=5,032 sf Runoff Volume=0.051 af Runoff Depth=5.30" Tc=5.0 min CN=98 0.63 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 209HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: Bldg. 1 Roof [49] Hint: Tc<2dt may require smaller dt Runoff = 2.92 cfs @ 12.07 hrs, Volume= 0.236 af, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 22,000 98 Roofs, HSG B 1,295 98 Roofs, HSG B 23,295 98 Weighted Average 23,295 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 23S: Bldg. 1 Roof Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)3 2 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=23,295 sf Runoff Volume=0.236 af Runoff Depth=5.30" Tc=5.0 min CN=98 2.92 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 210HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 24S: Bldg. 2 Roof Runoff = 2.34 cfs @ 12.09 hrs, Volume= 0.195 af, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 18,000 98 Roofs, HSG B 1,260 98 Roofs, HSG B 19,260 98 Weighted Average 19,260 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc = 6 min Subcatchment 24S: Bldg. 2 Roof Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=19,260 sf Runoff Volume=0.195 af Runoff Depth=5.30" Tc=6.0 min CN=98 2.34 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 211HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 25S: Central Parking (S-E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.33 cfs @ 12.07 hrs, Volume= 0.102 af, Depth= 4.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 9,601 98 Paved parking, HSG B 1,410 69 50-75% Grass cover, Fair, HSG B 11,011 94 Weighted Average 1,410 12.81% Pervious Area 9,601 87.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 25S: Central Parking (S-E-1) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=11,011 sf Runoff Volume=0.102 af Runoff Depth=4.84" Tc=5.0 min CN=94 1.33 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 212HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 26S: Central Parking (S-E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.87 cfs @ 12.07 hrs, Volume= 0.066 af, Depth= 4.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 6,054 98 Paved parking, HSG B 1,102 69 50-75% Grass cover, Fair, HSG B 7,156 94 Weighted Average 1,102 15.40% Pervious Area 6,054 84.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 26S: Central Parking (S-E-2) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=7,156 sf Runoff Volume=0.066 af Runoff Depth=4.84" Tc=5.0 min CN=94 0.87 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 213HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 27S: Central Parking (S-W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.85 cfs @ 12.07 hrs, Volume= 0.065 af, Depth= 4.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 6,033 98 Paved parking, HSG B 1,115 69 50-75% Grass cover, Fair, HSG B 7,148 93 Weighted Average 1,115 15.60% Pervious Area 6,033 84.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 27S: Central Parking (S-W-1) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=7,148 sf Runoff Volume=0.065 af Runoff Depth=4.73" Tc=5.0 min CN=93 0.85 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 214HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 28S: Central Parking (S-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.36 cfs @ 12.07 hrs, Volume= 0.102 af, Depth= 4.62" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 9,080 98 Paved parking, HSG B 2,486 69 50-75% Grass cover, Fair, HSG B 11,566 92 Weighted Average 2,486 21.49% Pervious Area 9,080 78.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 28S: Central Parking (S-W-2) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=11,566 sf Runoff Volume=0.102 af Runoff Depth=4.62" Tc=5.0 min CN=92 1.36 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 215HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 29S: BLDG 2 Drive-up [49] Hint: Tc<2dt may require smaller dt Runoff = 0.45 cfs @ 12.07 hrs, Volume= 0.033 af, Depth= 4.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 2,796 98 Water Surface, HSG B 780 69 50-75% Grass cover, Fair, HSG B 461 69 50-75% Grass cover, Fair, HSG B 4,037 89 Weighted Average 1,241 30.74% Pervious Area 2,796 69.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 29S: BLDG 2 Drive-up Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=4,037 sf Runoff Volume=0.033 af Runoff Depth=4.29" Tc=5.0 min CN=89 0.45 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 216HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 30S: South Driveway (W) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.33 cfs @ 12.07 hrs, Volume= 0.025 af, Depth= 4.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 2,277 98 Paved parking, HSG B 501 69 50-75% Grass cover, Fair, HSG B 2,778 93 Weighted Average 501 18.03% Pervious Area 2,277 81.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 30S: South Driveway (W) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=2,778 sf Runoff Volume=0.025 af Runoff Depth=4.73" Tc=5.0 min CN=93 0.33 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 217HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 31S: South Driveway (Center) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.34 cfs @ 12.07 hrs, Volume= 0.026 af, Depth= 4.62" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 2,344 98 Paved parking, HSG B 563 69 50-75% Grass cover, Fair, HSG B 2,907 92 Weighted Average 563 19.37% Pervious Area 2,344 80.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 31S: South Driveway (Center) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=2,907 sf Runoff Volume=0.026 af Runoff Depth=4.62" Tc=5.0 min CN=92 0.34 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 218HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 32S: South Driveway (E) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.51 cfs @ 12.07 hrs, Volume= 0.037 af, Depth= 3.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 2,807 98 Paved parking, HSG B 604 69 50-75% Grass cover, Fair, HSG B 1,571 69 50-75% Grass cover, Fair, HSG B 4,982 85 Weighted Average 2,175 43.66% Pervious Area 2,807 56.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 32S: South Driveway (E) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=4,982 sf Runoff Volume=0.037 af Runoff Depth=3.87" Tc=5.0 min CN=85 0.51 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 219HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 74S: North Parking Lot (C) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.45 cfs @ 12.07 hrs, Volume= 0.037 af, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 3,619 98 Paved parking, HSG B 3,619 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min Subcatchment 74S: North Parking Lot (C) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=3,619 sf Runoff Volume=0.037 af Runoff Depth=5.30" Tc=5.0 min CN=98 0.45 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 220HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 75S: North Parking Lot Drive [49] Hint: Tc<2dt may require smaller dt Runoff = 0.08 cfs @ 12.07 hrs, Volume= 0.006 af, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 600 98 Paved parking, HSG B 600 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min. Subcatchment 75S: North Parking Lot Drive Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=600 sf Runoff Volume=0.006 af Runoff Depth=5.30" Tc=5.0 min CN=98 0.08 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 221HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 77S: East Parking Lot (N-E2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.63 cfs @ 12.07 hrs, Volume= 0.051 af, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (sf) CN Description 5,047 98 Paved parking, HSG B 5,047 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min. Subcatchment 77S: East Parking Lot (N-E2) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=5,047 sf Runoff Volume=0.051 af Runoff Depth=5.30" Tc=5.0 min CN=98 0.63 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 222HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 71R: Design Point 2 - Northern Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.437 ac, 82.35% Impervious, Inflow Depth = 3.46" for 25-Year event Inflow = 8.49 cfs @ 12.11 hrs, Volume= 0.702 af Outflow = 8.49 cfs @ 12.11 hrs, Volume= 0.702 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Reach 71R: Design Point 2 - Northern Wetland Area Inflow Outflow Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=2.437 ac 8.49 cfs8.49 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 223HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 72R: Design Point 1 - Western Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 7.635 ac, 75.41% Impervious, Inflow Depth = 3.66" for 25-Year event Inflow = 28.00 cfs @ 12.09 hrs, Volume= 2.326 af Outflow = 28.00 cfs @ 12.09 hrs, Volume= 2.326 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Reach 72R: Design Point 1 - Western Wetland Area Inflow Outflow Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)30 25 20 15 10 5 0 Inflow Area=7.635 ac 28.00 cfs28.00 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 224HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 2P: CB-P13 Inflow Area = 0.387 ac, 87.72% Impervious, Inflow Depth = 4.84" for 25-Year event Inflow = 2.04 cfs @ 12.07 hrs, Volume= 0.156 af Outflow = 2.04 cfs @ 12.07 hrs, Volume= 0.156 af, Atten= 0%, Lag= 0.0 min Primary = 2.04 cfs @ 12.07 hrs, Volume= 0.156 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.88' @ 12.07 hrs Flood Elev= 122.20' Device Routing Invert Outlet Devices #1 Primary 119.90'12.0" Round Culvert L= 84.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.90' / 119.48' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.97 cfs @ 12.07 hrs HW=120.86' (Free Discharge) 1=Culvert (Barrel Controls 1.97 cfs @ 3.26 fps) Pond 2P: CB-P13 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Inflow Area=0.387 ac Peak Elev=120.88' 12.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' 2.04 cfs2.04 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 225HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 3P: DMH-P1 [79] Warning: Submerged Pond 2P Primary device # 1 OUTLET by 0.27' [79] Warning: Submerged Pond 4P Primary device # 1 OUTLET by 0.14' Inflow Area = 0.619 ac, 86.90% Impervious, Inflow Depth = 4.84" for 25-Year event Inflow = 3.26 cfs @ 12.07 hrs, Volume= 0.250 af Outflow = 3.26 cfs @ 12.07 hrs, Volume= 0.250 af, Atten= 0%, Lag= 0.0 min Primary = 3.26 cfs @ 12.07 hrs, Volume= 0.250 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.77' @ 12.07 hrs Flood Elev= 123.60' Device Routing Invert Outlet Devices #1 Primary 118.70'18.0" Round Culvert L= 201.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.70' / 118.00' S= 0.0035 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=3.14 cfs @ 12.07 hrs HW=119.74' (Free Discharge) 1=Culvert (Barrel Controls 3.14 cfs @ 3.37 fps) Pond 3P: DMH-P1 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)3 2 1 0 Inflow Area=0.619 ac Peak Elev=119.77' 18.0" Round Culvert n=0.013 L=201.0' S=0.0035 '/' 3.26 cfs3.26 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 226HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 4P: CB-P14 Inflow Area = 0.232 ac, 85.53% Impervious, Inflow Depth = 4.84" for 25-Year event Inflow = 1.22 cfs @ 12.07 hrs, Volume= 0.094 af Outflow = 1.22 cfs @ 12.07 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min Primary = 1.22 cfs @ 12.07 hrs, Volume= 0.094 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.61' @ 12.07 hrs Flood Elev= 122.20' Device Routing Invert Outlet Devices #1 Primary 119.90'12.0" Round Culvert L= 58.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.90' / 119.61' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.18 cfs @ 12.07 hrs HW=120.59' (Free Discharge) 1=Culvert (Barrel Controls 1.18 cfs @ 2.85 fps) Pond 4P: CB-P14 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.232 ac Peak Elev=120.61' 12.0" Round Culvert n=0.013 L=58.0' S=0.0050 '/' 1.22 cfs1.22 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 227HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 8P: DMH-P3 [79] Warning: Submerged Pond 23P Primary device # 1 INLET by 0.30' [79] Warning: Submerged Pond 24P Primary device # 1 INLET by 0.30' Inflow Area = 0.626 ac, 83.02% Impervious, Inflow Depth = 4.77" for 25-Year event Inflow = 3.27 cfs @ 12.07 hrs, Volume= 0.249 af Outflow = 3.27 cfs @ 12.07 hrs, Volume= 0.249 af, Atten= 0%, Lag= 0.0 min Primary = 3.27 cfs @ 12.07 hrs, Volume= 0.249 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.42' @ 12.07 hrs Flood Elev= 120.37' Device Routing Invert Outlet Devices #1 Primary 116.53'24.0" Round Culvert L= 129.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.53' / 115.89' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=3.15 cfs @ 12.07 hrs HW=117.40' (Free Discharge) 1=Culvert (Barrel Controls 3.15 cfs @ 3.56 fps) Pond 8P: DMH-P3 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)3 2 1 0 Inflow Area=0.626 ac Peak Elev=117.42' 24.0" Round Culvert n=0.013 L=129.0' S=0.0050 '/' 3.27 cfs3.27 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 228HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 9P: Bioretention Basin 2 Inflow Area = 0.373 ac, 92.78% Impervious, Inflow Depth = 5.06" for 25-Year event Inflow = 2.01 cfs @ 12.07 hrs, Volume= 0.158 af Outflow = 1.27 cfs @ 12.17 hrs, Volume= 0.157 af, Atten= 37%, Lag= 5.9 min Primary = 1.27 cfs @ 12.17 hrs, Volume= 0.157 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.54' @ 12.17 hrs Surf.Area= 692 sf Storage= 488 cf Flood Elev= 121.10' Surf.Area= 1,676 sf Storage= 2,212 cf Plug-Flow detention time= 7.9 min calculated for 0.157 af (100% of inflow) Center-of-Mass det. time= 5.7 min ( 764.2 - 758.4 ) Volume Invert Avail.Storage Storage Description #1 116.50' 2,212 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 116.50 394 99.4 0.0 0 0 394 116.76 394 99.4 20.0 20 20 420 118.99 394 99.4 20.0 176 196 642 119.00 394 99.4 100.0 4 200 643 120.00 1,015 204.0 100.0 680 881 3,172 121.00 1,676 228.0 100.0 1,332 2,212 4,025 Device Routing Invert Outlet Devices #1 Primary 116.66'12.0" Round Culvert L= 38.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.66' / 116.45' S= 0.0055 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2 Device 1 120.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 116.76'6.0" Round Culvert L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 116.76' / 116.66' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.26 cfs @ 12.17 hrs HW=119.52' (Free Discharge) 1=Culvert (Passes 1.26 cfs of 4.59 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Culvert (Barrel Controls 1.26 cfs @ 6.43 fps) Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 229HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Pond 9P: Bioretention Basin 2 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Inflow Area=0.373 ac Peak Elev=119.54' Storage=488 cf 2.01 cfs 1.27 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 230HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 11P: DMH-P5 [79] Warning: Submerged Pond 8P Primary device # 1 INLET by 0.54' [79] Warning: Submerged Pond 26P Primary device # 1 OUTLET by 0.44' Inflow Area = 1.214 ac, 85.63% Impervious, Inflow Depth = 4.84" for 25-Year event Inflow = 6.40 cfs @ 12.07 hrs, Volume= 0.490 af Outflow = 6.40 cfs @ 12.07 hrs, Volume= 0.490 af, Atten= 0%, Lag= 0.0 min Primary = 6.40 cfs @ 12.07 hrs, Volume= 0.490 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.09' @ 12.07 hrs Flood Elev= 120.38' Device Routing Invert Outlet Devices #1 Primary 115.79'24.0" Round Culvert L= 126.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.79' / 115.16' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=6.16 cfs @ 12.07 hrs HW=117.06' (Free Discharge) 1=Culvert (Barrel Controls 6.16 cfs @ 4.16 fps) Pond 11P: DMH-P5 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=1.214 ac Peak Elev=117.09' 24.0" Round Culvert n=0.013 L=126.0' S=0.0050 '/' 6.40 cfs6.40 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 231HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 12P: WQU-P1 [79] Warning: Submerged Pond 11P Primary device # 1 INLET by 0.53' [79] Warning: Submerged Pond 75P Primary device # 1 OUTLET by 1.12' Inflow Area = 1.414 ac, 79.71% Impervious, Inflow Depth = 4.66" for 25-Year event Inflow = 7.23 cfs @ 12.07 hrs, Volume= 0.549 af Outflow = 7.23 cfs @ 12.07 hrs, Volume= 0.549 af, Atten= 0%, Lag= 0.0 min Primary = 7.23 cfs @ 12.07 hrs, Volume= 0.549 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.35' @ 12.07 hrs Flood Elev= 121.21' Device Routing Invert Outlet Devices #1 Primary 114.91'24.0" Round Culvert L= 78.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.91' / 114.50' S= 0.0053 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=6.96 cfs @ 12.07 hrs HW=116.31' (Free Discharge) 1=Culvert (Barrel Controls 6.96 cfs @ 4.16 fps) Pond 12P: WQU-P1 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=1.414 ac Peak Elev=116.35' 24.0" Round Culvert n=0.013 L=78.0' S=0.0053 '/' 7.23 cfs7.23 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 232HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 13P: CB-P18 Inflow Area = 0.014 ac,100.00% Impervious, Inflow Depth = 5.30" for 25-Year event Inflow = 0.08 cfs @ 12.07 hrs, Volume= 0.006 af Outflow = 0.08 cfs @ 12.07 hrs, Volume= 0.006 af, Atten= 0%, Lag= 0.0 min Primary = 0.08 cfs @ 12.07 hrs, Volume= 0.006 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.86' @ 12.07 hrs Flood Elev= 120.00' Device Routing Invert Outlet Devices #1 Primary 117.70'12.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.70' / 117.57' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.07 cfs @ 12.07 hrs HW=117.86' (Free Discharge) 1=Culvert (Barrel Controls 0.07 cfs @ 1.37 fps) Pond 13P: CB-P18 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.014 ac Peak Elev=117.86' 12.0" Round Culvert n=0.013 L=25.0' S=0.0052 '/' 0.08 cfs0.08 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 233HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 14P: CB-P17 Inflow Area = 0.083 ac,100.00% Impervious, Inflow Depth = 5.30" for 25-Year event Inflow = 0.45 cfs @ 12.07 hrs, Volume= 0.037 af Outflow = 0.45 cfs @ 12.07 hrs, Volume= 0.037 af, Atten= 0%, Lag= 0.0 min Primary = 0.45 cfs @ 12.07 hrs, Volume= 0.037 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.61' @ 12.07 hrs Flood Elev= 120.50' Device Routing Invert Outlet Devices #1 Primary 118.20'12.0" Round Culvert L= 39.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.20' / 118.00' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.44 cfs @ 12.07 hrs HW=118.60' (Free Discharge) 1=Culvert (Barrel Controls 0.44 cfs @ 2.21 fps) Pond 14P: CB-P17 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.083 ac Peak Elev=118.61' 12.0" Round Culvert n=0.013 L=39.0' S=0.0051 '/' 0.45 cfs0.45 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 234HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 20P: CB-P15 Inflow Area = 0.443 ac, 91.08% Impervious, Inflow Depth = 4.95" for 25-Year event Inflow = 2.36 cfs @ 12.07 hrs, Volume= 0.183 af Outflow = 2.36 cfs @ 12.07 hrs, Volume= 0.183 af, Atten= 0%, Lag= 0.0 min Primary = 2.36 cfs @ 12.07 hrs, Volume= 0.183 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.23' @ 12.07 hrs Flood Elev= 121.40' Device Routing Invert Outlet Devices #1 Primary 119.10'12.0" Round Culvert L= 57.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.10' / 118.82' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.28 cfs @ 12.07 hrs HW=120.19' (Free Discharge) 1=Culvert (Barrel Controls 2.28 cfs @ 3.30 fps) Pond 20P: CB-P15 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Inflow Area=0.443 ac Peak Elev=120.23' 12.0" Round Culvert n=0.013 L=57.0' S=0.0049 '/' 2.36 cfs2.36 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 235HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 23P: CB-P4 Inflow Area = 0.232 ac, 85.26% Impervious, Inflow Depth = 4.84" for 25-Year event Inflow = 1.22 cfs @ 12.07 hrs, Volume= 0.094 af Outflow = 1.22 cfs @ 12.07 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min Primary = 1.22 cfs @ 12.07 hrs, Volume= 0.094 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.80' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.63' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.18 cfs @ 12.07 hrs HW=117.78' (Free Discharge) 1=Culvert (Barrel Controls 1.18 cfs @ 2.93 fps) Pond 23P: CB-P4 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.232 ac Peak Elev=117.80' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 1.22 cfs1.22 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 236HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 24P: CB-P2 Inflow Area = 0.394 ac, 81.70% Impervious, Inflow Depth = 4.73" for 25-Year event Inflow = 2.05 cfs @ 12.07 hrs, Volume= 0.155 af Outflow = 2.05 cfs @ 12.07 hrs, Volume= 0.155 af, Atten= 0%, Lag= 0.0 min Primary = 2.05 cfs @ 12.07 hrs, Volume= 0.155 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.08' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.63' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.97 cfs @ 12.07 hrs HW=118.05' (Free Discharge) 1=Culvert (Barrel Controls 1.97 cfs @ 3.28 fps) Pond 24P: CB-P2 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Inflow Area=0.394 ac Peak Elev=118.08' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 2.05 cfs2.05 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 237HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 25P: CB-P8 Inflow Area = 0.357 ac, 90.42% Impervious, Inflow Depth = 4.95" for 25-Year event Inflow = 1.90 cfs @ 12.07 hrs, Volume= 0.147 af Outflow = 1.90 cfs @ 12.07 hrs, Volume= 0.147 af, Atten= 0%, Lag= 0.0 min Primary = 1.90 cfs @ 12.07 hrs, Volume= 0.147 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.83' @ 12.07 hrs Flood Elev= 120.20' Device Routing Invert Outlet Devices #1 Primary 117.90'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.90' / 117.43' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.83 cfs @ 12.07 hrs HW=118.80' (Free Discharge) 1=Culvert (Barrel Controls 1.83 cfs @ 3.23 fps) Pond 25P: CB-P8 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Inflow Area=0.357 ac Peak Elev=118.83' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 1.90 cfs1.90 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 238HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 26P: CB-P6 Inflow Area = 0.232 ac, 85.29% Impervious, Inflow Depth = 4.84" for 25-Year event Inflow = 1.22 cfs @ 12.07 hrs, Volume= 0.094 af Outflow = 1.22 cfs @ 12.07 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min Primary = 1.22 cfs @ 12.07 hrs, Volume= 0.094 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.80' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.63' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.18 cfs @ 12.07 hrs HW=117.78' (Free Discharge) 1=Culvert (Barrel Controls 1.18 cfs @ 2.93 fps) Pond 26P: CB-P6 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.232 ac Peak Elev=117.80' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 1.22 cfs1.22 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 239HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 31P: Infiltration Basin 2 Inflow Area = 3.865 ac, 81.83% Impervious, Inflow Depth = 2.42" for 25-Year event Inflow = 9.60 cfs @ 12.08 hrs, Volume= 0.779 af Outflow = 5.87 cfs @ 12.21 hrs, Volume= 0.724 af, Atten= 39%, Lag= 7.5 min Discarded = 0.20 cfs @ 12.21 hrs, Volume= 0.249 af Primary = 3.26 cfs @ 12.21 hrs, Volume= 0.400 af Secondary = 2.41 cfs @ 12.21 hrs, Volume= 0.076 af Tertiary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 113.69' @ 12.21 hrs Surf.Area= 5,239 sf Storage= 10,420 cf Flood Elev= 116.25' Surf.Area= 8,253 sf Storage= 25,875 cf Plug-Flow detention time= 148.4 min calculated for 0.724 af (93% of inflow) Center-of-Mass det. time= 110.6 min ( 883.8 - 773.2 ) Volume Invert Avail.Storage Storage Description #1 111.00' 25,875 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 111.00 2,679 243.0 0 0 2,679 112.00 3,513 291.0 3,087 3,087 4,736 112.50 3,957 300.0 1,866 4,953 5,184 113.00 4,478 334.0 2,107 7,060 6,907 114.00 5,597 381.0 5,027 12,088 9,605 115.00 6,884 428.0 6,229 18,317 12,658 116.00 8,253 437.0 7,558 25,875 13,413 Device Routing Invert Outlet Devices #1 Discarded 111.00'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #2 Secondary 113.00'24.0" Round Culvert L= 36.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.00' / 112.00' S= 0.0278 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #3 Primary 112.00'12.0" Round Culvert L= 35.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 112.00' / 111.00' S= 0.0286 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #4 Device 3 115.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 3 112.50'18.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 #6 Tertiary 116.00'8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 240HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.20 cfs @ 12.21 hrs HW=113.69' (Free Discharge) 1=Exfiltration ( Controls 0.20 cfs) Primary OutFlow Max=3.26 cfs @ 12.21 hrs HW=113.69' (Free Discharge) 3=Culvert (Inlet Controls 3.26 cfs @ 4.15 fps) 4=Orifice/Grate ( Controls 0.00 cfs) 5=Orifice/Grate (Passes 3.26 cfs of 5.85 cfs potential flow) Secondary OutFlow Max=2.39 cfs @ 12.21 hrs HW=113.69' (Free Discharge) 2=Culvert (Inlet Controls 2.39 cfs @ 2.49 fps) Tertiary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 31P: Infiltration Basin 2 Inflow Outflow Discarded Primary Secondary Tertiary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.865 ac Peak Elev=113.69' Storage=10,420 cf 9.60 cfs 5.87 cfs 0.20 cfs 3.26 cfs 2.41 cfs 0.00 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 241HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 32P: WQU-P2 [79] Warning: Submerged Pond 34P Primary device # 1 INLET by 0.51' Inflow Area = 1.584 ac, 73.77% Impervious, Inflow Depth = 4.45" for 25-Year event Inflow = 7.85 cfs @ 12.07 hrs, Volume= 0.588 af Outflow = 7.85 cfs @ 12.07 hrs, Volume= 0.588 af, Atten= 0%, Lag= 0.0 min Primary = 7.85 cfs @ 12.07 hrs, Volume= 0.588 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 115.62' @ 12.07 hrs Flood Elev= 121.21' Device Routing Invert Outlet Devices #1 Primary 114.06'24.0" Round Culvert L= 38.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.06' / 113.84' S= 0.0058 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=7.56 cfs @ 12.07 hrs HW=115.58' (Free Discharge) 1=Culvert (Barrel Controls 7.56 cfs @ 4.08 fps) Pond 32P: WQU-P2 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=1.584 ac Peak Elev=115.62' 24.0" Round Culvert n=0.013 L=38.0' S=0.0058 '/' 7.85 cfs7.85 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 242HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 33P: CB-P19 Inflow Area = 0.061 ac,100.00% Impervious, Inflow Depth = 5.30" for 25-Year event Inflow = 0.34 cfs @ 12.07 hrs, Volume= 0.027 af Outflow = 0.34 cfs @ 12.07 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.0 min Primary = 0.34 cfs @ 12.07 hrs, Volume= 0.027 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.52' @ 12.07 hrs Flood Elev= 119.50' Device Routing Invert Outlet Devices #1 Primary 117.20'12.0" Round Culvert L= 73.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.20' / 115.76' S= 0.0197 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.32 cfs @ 12.07 hrs HW=117.52' (Free Discharge) 1=Culvert (Inlet Controls 0.32 cfs @ 1.51 fps) Pond 33P: CB-P19 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.061 ac Peak Elev=117.52' 12.0" Round Culvert n=0.013 L=73.0' S=0.0197 '/' 0.34 cfs0.34 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 243HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 34P: DMH-P6 [79] Warning: Submerged Pond 35P Primary device # 1 INLET by 0.74' Inflow Area = 1.522 ac, 72.71% Impervious, Inflow Depth = 4.42" for 25-Year event Inflow = 7.52 cfs @ 12.07 hrs, Volume= 0.560 af Outflow = 7.52 cfs @ 12.07 hrs, Volume= 0.560 af, Atten= 0%, Lag= 0.0 min Primary = 7.52 cfs @ 12.07 hrs, Volume= 0.560 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.50' @ 12.07 hrs Flood Elev= 120.00' Device Routing Invert Outlet Devices #1 Primary 115.08'24.0" Round Culvert L= 154.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.08' / 114.31' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=7.24 cfs @ 12.07 hrs HW=116.47' (Free Discharge) 1=Culvert (Barrel Controls 7.24 cfs @ 4.38 fps) Pond 34P: DMH-P6 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=1.522 ac Peak Elev=116.50' 24.0" Round Culvert n=0.013 L=154.0' S=0.0050 '/' 7.52 cfs7.52 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 244HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 35P: DMH-P7 [79] Warning: Submerged Pond 36P Primary device # 1 INLET by 0.73' Inflow Area = 1.184 ac, 79.46% Impervious, Inflow Depth = 4.62" for 25-Year event Inflow = 6.06 cfs @ 12.07 hrs, Volume= 0.456 af Outflow = 6.06 cfs @ 12.07 hrs, Volume= 0.456 af, Atten= 0%, Lag= 0.0 min Primary = 6.06 cfs @ 12.07 hrs, Volume= 0.456 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.01' @ 12.07 hrs Flood Elev= 120.84' Device Routing Invert Outlet Devices #1 Primary 115.74'24.0" Round Culvert L= 111.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.74' / 115.18' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=5.83 cfs @ 12.07 hrs HW=116.98' (Free Discharge) 1=Culvert (Barrel Controls 5.83 cfs @ 4.08 fps) Pond 35P: DMH-P7 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)6 5 4 3 2 1 0 Inflow Area=1.184 ac Peak Elev=117.01' 24.0" Round Culvert n=0.013 L=111.0' S=0.0050 '/' 6.06 cfs6.06 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 245HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 36P: DMH-P8 [79] Warning: Submerged Pond 42P Primary device # 1 INLET by 0.33' [79] Warning: Submerged Pond 46P Primary device # 1 INLET by 0.76' Inflow Area = 1.028 ac, 80.23% Impervious, Inflow Depth = 4.64" for 25-Year event Inflow = 5.27 cfs @ 12.07 hrs, Volume= 0.398 af Outflow = 5.27 cfs @ 12.07 hrs, Volume= 0.398 af, Atten= 0%, Lag= 0.0 min Primary = 5.27 cfs @ 12.07 hrs, Volume= 0.398 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.45' @ 12.07 hrs Flood Elev= 120.83' Device Routing Invert Outlet Devices #1 Primary 116.26'24.0" Round Culvert L= 84.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.26' / 115.84' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=5.08 cfs @ 12.07 hrs HW=117.42' (Free Discharge) 1=Culvert (Barrel Controls 5.08 cfs @ 3.85 fps) Pond 36P: DMH-P8 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)5 4 3 2 1 0 Inflow Area=1.028 ac Peak Elev=117.45' 24.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' 5.27 cfs5.27 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 246HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 37P: DMH-P9 [79] Warning: Submerged Pond 39P Primary device # 1 INLET by 0.14' Inflow Area = 0.367 ac, 77.58% Impervious, Inflow Depth = 4.54" for 25-Year event Inflow = 1.85 cfs @ 12.07 hrs, Volume= 0.139 af Outflow = 1.85 cfs @ 12.07 hrs, Volume= 0.139 af, Atten= 0%, Lag= 0.0 min Primary = 1.85 cfs @ 12.07 hrs, Volume= 0.139 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.75' @ 12.07 hrs Flood Elev= 121.25' Device Routing Invert Outlet Devices #1 Primary 117.08'24.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.08' / 116.77' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.78 cfs @ 12.07 hrs HW=117.74' (Free Discharge) 1=Culvert (Barrel Controls 1.78 cfs @ 2.95 fps) Pond 37P: DMH-P9 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Inflow Area=0.367 ac Peak Elev=117.75' 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' 1.85 cfs1.85 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 247HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 38P: CB-P11 Inflow Area = 0.114 ac, 56.34% Impervious, Inflow Depth = 3.87" for 25-Year event Inflow = 0.51 cfs @ 12.07 hrs, Volume= 0.037 af Outflow = 0.51 cfs @ 12.07 hrs, Volume= 0.037 af, Atten= 0%, Lag= 0.0 min Primary = 0.51 cfs @ 12.07 hrs, Volume= 0.037 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.14' @ 12.07 hrs Flood Elev= 121.00' Device Routing Invert Outlet Devices #1 Primary 118.70'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.70' / 118.55' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.49 cfs @ 12.07 hrs HW=119.13' (Free Discharge) 1=Culvert (Barrel Controls 0.49 cfs @ 2.23 fps) Pond 38P: CB-P11 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.114 ac Peak Elev=119.14' 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' 0.51 cfs0.51 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 248HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 39P: CB-P1 Inflow Area = 0.253 ac, 87.19% Impervious, Inflow Depth = 4.84" for 25-Year event Inflow = 1.33 cfs @ 12.07 hrs, Volume= 0.102 af Outflow = 1.33 cfs @ 12.07 hrs, Volume= 0.102 af, Atten= 0%, Lag= 0.0 min Primary = 1.33 cfs @ 12.07 hrs, Volume= 0.102 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.34' @ 12.07 hrs Flood Elev= 119.90' Device Routing Invert Outlet Devices #1 Primary 117.60'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.60' / 117.25' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.28 cfs @ 12.07 hrs HW=118.33' (Free Discharge) 1=Culvert (Barrel Controls 1.28 cfs @ 2.94 fps) Pond 39P: CB-P1 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.253 ac Peak Elev=118.34' 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' 1.33 cfs1.33 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 249HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 40P: CB-P3 Inflow Area = 0.164 ac, 84.60% Impervious, Inflow Depth = 4.84" for 25-Year event Inflow = 0.87 cfs @ 12.07 hrs, Volume= 0.066 af Outflow = 0.87 cfs @ 12.07 hrs, Volume= 0.066 af, Atten= 0%, Lag= 0.0 min Primary = 0.87 cfs @ 12.07 hrs, Volume= 0.066 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.67' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.75' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.83 cfs @ 12.07 hrs HW=117.66' (Free Discharge) 1=Culvert (Barrel Controls 0.83 cfs @ 2.66 fps) Pond 40P: CB-P3 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Inflow Area=0.164 ac Peak Elev=117.67' 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' 0.87 cfs0.87 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 250HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 41P: CB-P7 Inflow Area = 0.266 ac, 78.51% Impervious, Inflow Depth = 4.62" for 25-Year event Inflow = 1.36 cfs @ 12.07 hrs, Volume= 0.102 af Outflow = 1.36 cfs @ 12.07 hrs, Volume= 0.102 af, Atten= 0%, Lag= 0.0 min Primary = 1.36 cfs @ 12.07 hrs, Volume= 0.102 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.65' @ 12.07 hrs Flood Elev= 120.20' Device Routing Invert Outlet Devices #1 Primary 117.90'12.0" Round Culvert L= 69.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.90' / 117.55' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.31 cfs @ 12.07 hrs HW=118.63' (Free Discharge) 1=Culvert (Barrel Controls 1.31 cfs @ 2.97 fps) Pond 41P: CB-P7 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.266 ac Peak Elev=118.65' 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' 1.36 cfs1.36 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 251HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 42P: CB-P5 Inflow Area = 0.164 ac, 84.40% Impervious, Inflow Depth = 4.73" for 25-Year event Inflow = 0.85 cfs @ 12.07 hrs, Volume= 0.065 af Outflow = 0.85 cfs @ 12.07 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.0 min Primary = 0.85 cfs @ 12.07 hrs, Volume= 0.065 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.67' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 69.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.75' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.82 cfs @ 12.07 hrs HW=117.66' (Free Discharge) 1=Culvert (Barrel Controls 0.82 cfs @ 2.66 fps) Pond 42P: CB-P5 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Inflow Area=0.164 ac Peak Elev=117.67' 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' 0.85 cfs0.85 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 252HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 43P: CB-P20 Inflow Area = 0.338 ac, 49.04% Impervious, Inflow Depth = 3.71" for 25-Year event Inflow = 1.46 cfs @ 12.07 hrs, Volume= 0.105 af Outflow = 1.46 cfs @ 12.07 hrs, Volume= 0.105 af, Atten= 0%, Lag= 0.0 min Primary = 1.46 cfs @ 12.07 hrs, Volume= 0.105 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.97' @ 12.07 hrs Flood Elev= 119.50' Device Routing Invert Outlet Devices #1 Primary 117.20'12.0" Round Culvert L= 26.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.20' / 117.00' S= 0.0077 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.40 cfs @ 12.07 hrs HW=117.95' (Free Discharge) 1=Culvert (Barrel Controls 1.40 cfs @ 3.08 fps) Pond 43P: CB-P20 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.338 ac Peak Elev=117.97' 12.0" Round Culvert n=0.013 L=26.0' S=0.0077 '/' 1.46 cfs1.46 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 253HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 44P: CB-P9 Inflow Area = 0.093 ac, 69.26% Impervious, Inflow Depth = 4.29" for 25-Year event Inflow = 0.45 cfs @ 12.07 hrs, Volume= 0.033 af Outflow = 0.45 cfs @ 12.07 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.0 min Primary = 0.45 cfs @ 12.07 hrs, Volume= 0.033 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.68' @ 12.07 hrs Flood Elev= 119.60' Device Routing Invert Outlet Devices #1 Primary 117.30'12.0" Round Culvert L= 15.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.30' / 117.14' S= 0.0107 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.44 cfs @ 12.07 hrs HW=117.67' (Free Discharge) 1=Culvert (Barrel Controls 0.44 cfs @ 2.43 fps) Pond 44P: CB-P9 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.093 ac Peak Elev=117.68' 12.0" Round Culvert n=0.013 L=15.0' S=0.0107 '/' 0.45 cfs0.45 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 254HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 45P: CB-P10 Inflow Area = 0.064 ac, 81.97% Impervious, Inflow Depth = 4.73" for 25-Year event Inflow = 0.33 cfs @ 12.07 hrs, Volume= 0.025 af Outflow = 0.33 cfs @ 12.07 hrs, Volume= 0.025 af, Atten= 0%, Lag= 0.0 min Primary = 0.33 cfs @ 12.07 hrs, Volume= 0.025 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.65' @ 12.07 hrs Flood Elev= 119.60' Device Routing Invert Outlet Devices #1 Primary 117.30'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.30' / 117.15' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.32 cfs @ 12.07 hrs HW=117.64' (Free Discharge) 1=Culvert (Barrel Controls 0.32 cfs @ 2.01 fps) Pond 45P: CB-P10 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.064 ac Peak Elev=117.65' 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' 0.33 cfs0.33 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 255HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 46P: DMH-P10 [79] Warning: Submerged Pond 37P Primary device # 1 INLET by 0.46' [79] Warning: Submerged Pond 40P Primary device # 1 INLET by 0.44' Inflow Area = 0.598 ac, 79.85% Impervious, Inflow Depth = 4.63" for 25-Year event Inflow = 3.06 cfs @ 12.07 hrs, Volume= 0.231 af Outflow = 3.06 cfs @ 12.07 hrs, Volume= 0.231 af, Atten= 0%, Lag= 0.0 min Primary = 3.06 cfs @ 12.07 hrs, Volume= 0.231 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.56' @ 12.07 hrs Flood Elev= 120.80' Device Routing Invert Outlet Devices #1 Primary 116.67'24.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.67' / 116.36' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.94 cfs @ 12.07 hrs HW=117.54' (Free Discharge) 1=Culvert (Barrel Controls 2.94 cfs @ 3.32 fps) Pond 46P: DMH-P10 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)3 2 1 0 Inflow Area=0.598 ac Peak Elev=117.56' 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' 3.06 cfs3.06 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 256HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 47P: CB-P21 Inflow Area = 0.067 ac, 80.63% Impervious, Inflow Depth = 4.62" for 25-Year event Inflow = 0.34 cfs @ 12.07 hrs, Volume= 0.026 af Outflow = 0.34 cfs @ 12.07 hrs, Volume= 0.026 af, Atten= 0%, Lag= 0.0 min Primary = 0.34 cfs @ 12.07 hrs, Volume= 0.026 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.61' @ 12.07 hrs Flood Elev= 120.55' Device Routing Invert Outlet Devices #1 Primary 118.25'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.25' / 118.10' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.33 cfs @ 12.07 hrs HW=118.60' (Free Discharge) 1=Culvert (Barrel Controls 0.33 cfs @ 2.02 fps) Pond 47P: CB-P21 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.067 ac Peak Elev=118.61' 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' 0.34 cfs0.34 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 257HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 59P: Infiltration Basin 1 [79] Warning: Submerged Pond 73P Primary device # 1 OUTLET by 0.45' Inflow Area = 1.849 ac, 84.49% Impervious, Inflow Depth = 4.81" for 25-Year event Inflow = 9.61 cfs @ 12.07 hrs, Volume= 0.741 af Outflow = 8.19 cfs @ 12.12 hrs, Volume= 0.707 af, Atten= 15%, Lag= 3.1 min Discarded = 0.11 cfs @ 12.12 hrs, Volume= 0.141 af Primary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Secondary = 8.08 cfs @ 12.12 hrs, Volume= 0.567 af Tertiary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 113.97' @ 12.12 hrs Surf.Area= 3,199 sf Storage= 5,301 cf Flood Elev= 116.25' Surf.Area= 5,683 sf Storage= 14,270 cf Plug-Flow detention time= 95.9 min calculated for 0.706 af (95% of inflow) Center-of-Mass det. time= 70.2 min ( 836.9 - 766.7 ) Volume Invert Avail.Storage Storage Description #1 111.00' 14,270 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 111.00 531 259.0 0 0 531 112.00 1,350 285.0 909 909 1,689 112.50 1,784 294.4 781 1,690 2,146 113.00 2,233 304.0 1,002 2,692 2,627 114.00 3,237 335.0 2,720 5,412 4,235 115.00 4,427 388.0 3,817 9,228 7,306 116.00 5,683 445.0 5,042 14,270 11,107 Device Routing Invert Outlet Devices #1 Discarded 111.00'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #2 Primary 114.00'12.0" Round Culvert X 2.00 L= 73.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 114.00' / 114.00' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #3 Secondary 113.00'24.0" Round Culvert L= 20.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.00' / 112.75' S= 0.0125 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #4 Secondary 113.00'24.0" Round Culvert L= 20.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.00' / 112.75' S= 0.0125 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #5 Tertiary 116.00'8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 258HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=0.11 cfs @ 12.12 hrs HW=113.95' (Free Discharge) 1=Exfiltration ( Controls 0.11 cfs) Primary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 2=Culvert ( Controls 0.00 cfs) Secondary OutFlow Max=7.88 cfs @ 12.12 hrs HW=113.95' (Free Discharge) 3=Culvert (Barrel Controls 3.94 cfs @ 3.92 fps) 4=Culvert (Barrel Controls 3.94 cfs @ 3.92 fps) Tertiary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 59P: Infiltration Basin 1 Inflow Outflow Discarded Primary Secondary Tertiary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.849 ac Peak Elev=113.97' Storage=5,301 cf 9.61 cfs 8.19 cfs 0.11 cfs0.00 cfs 8.08 cfs 0.00 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 259HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 61P: DMH-P11 [81] Warning: Exceeded Pond 31P by 1.71' @ 12.05 hrs [79] Warning: Submerged Pond 69P Primary device # 1 INLET by 1.88' Inflow Area = 7.051 ac, 78.65% Impervious, Inflow Depth = 2.63" for 25-Year event Inflow = 18.21 cfs @ 12.06 hrs, Volume= 1.547 af Outflow = 18.21 cfs @ 12.06 hrs, Volume= 1.547 af, Atten= 0%, Lag= 0.0 min Primary = 18.21 cfs @ 12.06 hrs, Volume= 1.547 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 115.14' @ 12.06 hrs Flood Elev= 116.00' Device Routing Invert Outlet Devices #1 Primary 110.13'18.0" Round Culvert L= 103.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 110.13' / 108.58' S= 0.0150 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=17.72 cfs @ 12.06 hrs HW=114.90' (Free Discharge) 1=Culvert (Barrel Controls 17.72 cfs @ 10.03 fps) Pond 61P: DMH-P11 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)20 18 16 14 12 10 8 6 4 2 0 Inflow Area=7.051 ac Peak Elev=115.14' 18.0" Round Culvert n=0.013 L=103.0' S=0.0150 '/' 18.21 cfs18.21 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 260HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 67P: DMH-P13 [79] Warning: Submerged Pond 9P Primary device # 1 INLET by 0.67' Inflow Area = 0.908 ac, 97.03% Impervious, Inflow Depth = 5.20" for 25-Year event Inflow = 4.13 cfs @ 12.07 hrs, Volume= 0.393 af Outflow = 4.13 cfs @ 12.07 hrs, Volume= 0.393 af, Atten= 0%, Lag= 0.0 min Primary = 4.13 cfs @ 12.07 hrs, Volume= 0.393 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.35' @ 12.07 hrs Flood Elev= 122.40' Device Routing Invert Outlet Devices #1 Primary 116.35'24.0" Round Culvert L= 131.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.35' / 115.67' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=4.01 cfs @ 12.07 hrs HW=117.33' (Free Discharge) 1=Culvert (Barrel Controls 4.01 cfs @ 3.82 fps) Pond 67P: DMH-P13 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)4 3 2 1 0 Inflow Area=0.908 ac Peak Elev=117.35' 24.0" Round Culvert n=0.013 L=131.0' S=0.0052 '/' 4.13 cfs4.13 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 261HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 68P: DMH-3 (Exist.) [81] Warning: Exceeded Pond 67P by 1.20' @ 12.05 hrs Inflow Area = 0.908 ac, 97.03% Impervious, Inflow Depth = 5.20" for 25-Year event Inflow = 4.13 cfs @ 12.07 hrs, Volume= 0.393 af Outflow = 4.13 cfs @ 12.07 hrs, Volume= 0.393 af, Atten= 0%, Lag= 0.0 min Primary = 4.13 cfs @ 12.07 hrs, Volume= 0.393 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.66' @ 12.07 hrs Flood Elev= 120.66' Device Routing Invert Outlet Devices #1 Primary 115.18'12.0" Round Culvert L= 191.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 114.97' / 115.18' S= -0.0011 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=4.01 cfs @ 12.07 hrs HW=118.52' (Free Discharge) 1=Culvert (Barrel Controls 4.01 cfs @ 5.10 fps) Pond 68P: DMH-3 (Exist.) Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)4 3 2 1 0 Inflow Area=0.908 ac Peak Elev=118.66' 12.0" Round Culvert n=0.012 L=191.0' S=-0.0011 '/' 4.13 cfs4.13 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 262HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 69P: DMH-1 [57] Hint: Peaked at 117.34' (Flood elevation advised) Inflow Area = 3.185 ac, 74.79% Impervious, Inflow Depth = 4.32" for 25-Year event Inflow = 15.37 cfs @ 12.06 hrs, Volume= 1.147 af Outflow = 15.37 cfs @ 12.06 hrs, Volume= 1.147 af, Atten= 0%, Lag= 0.0 min Primary = 15.37 cfs @ 12.06 hrs, Volume= 1.147 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.34' @ 12.06 hrs Device Routing Invert Outlet Devices #1 Primary 113.19'18.0" Round Culvert L= 237.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.19' / 110.13' S= 0.0129 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=14.97 cfs @ 12.06 hrs HW=117.08' (Free Discharge) 1=Culvert (Barrel Controls 14.97 cfs @ 8.47 fps) Pond 69P: DMH-1 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)16 14 12 10 8 6 4 2 0 Inflow Area=3.185 ac Peak Elev=117.34' 18.0" Round Culvert n=0.012 L=237.0' S=0.0129 '/' 15.37 cfs15.37 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 263HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 71P: BioRetention Basin 1 [81] Warning: Exceeded Pond 72P by 0.50' @ 12.20 hrs [79] Warning: Submerged Pond 74P Primary device # 1 OUTLET by 0.24' Inflow Area = 1.607 ac, 90.18% Impervious, Inflow Depth = 4.95" for 25-Year event Inflow = 8.55 cfs @ 12.07 hrs, Volume= 0.663 af Outflow = 5.30 cfs @ 12.17 hrs, Volume= 0.624 af, Atten= 38%, Lag= 6.1 min Discarded = 0.14 cfs @ 12.17 hrs, Volume= 0.222 af Primary = 5.16 cfs @ 12.17 hrs, Volume= 0.402 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.75' @ 12.17 hrs Surf.Area= 4,157 sf Storage= 6,991 cf Flood Elev= 119.00' Surf.Area= 5,657 sf Storage= 13,097 cf Plug-Flow detention time= 137.3 min calculated for 0.623 af (94% of inflow) Center-of-Mass det. time= 104.9 min ( 868.4 - 763.6 ) Volume Invert Avail.Storage Storage Description #1 113.99' 16,065 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 113.99 2,649 270.0 0.0 0 0 2,649 114.00 2,649 270.0 20.0 5 5 2,652 115.99 2,649 270.0 20.0 1,054 1,060 3,189 116.00 2,649 270.0 100.0 26 1,086 3,192 117.00 3,490 290.0 100.0 3,060 4,146 4,126 118.00 4,399 310.0 100.0 3,936 8,082 5,127 119.00 5,657 371.0 100.0 5,015 13,097 8,450 119.50 6,221 381.0 100.0 2,968 16,065 9,077 Device Routing Invert Outlet Devices #1 Primary 116.50'12.0" Round Culvert X 2.00 L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.50' / 116.25' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2 Device 1 117.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Discarded 113.99'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #4 Secondary 119.50'135.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 264HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.14 cfs @ 12.17 hrs HW=117.73' (Free Discharge) 3=Exfiltration ( Controls 0.14 cfs) Primary OutFlow Max=5.12 cfs @ 12.17 hrs HW=117.73' (Free Discharge) 1=Culvert (Inlet Controls 5.12 cfs @ 3.26 fps) 2=Orifice/Grate (Passes 5.12 cfs of 16.46 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=113.99' (Free Discharge) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 71P: BioRetention Basin 1 Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=1.607 ac Peak Elev=117.75' Storage=6,991 cf 8.55 cfs 5.30 cfs 0.14 cfs 5.16 cfs 0.00 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 265HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 72P: DMH-P2 Inflow Area = 0.097 ac,100.00% Impervious, Inflow Depth = 5.30" for 25-Year event Inflow = 0.53 cfs @ 12.07 hrs, Volume= 0.043 af Outflow = 0.53 cfs @ 12.07 hrs, Volume= 0.043 af, Atten= 0%, Lag= 0.0 min Primary = 0.53 cfs @ 12.07 hrs, Volume= 0.043 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.33' @ 12.07 hrs Flood Elev= 120.40' Device Routing Invert Outlet Devices #1 Primary 117.00'24.0" Round Culvert L= 82.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.00' / 116.00' S= 0.0122 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.51 cfs @ 12.07 hrs HW=117.32' (Free Discharge) 1=Culvert (Inlet Controls 0.51 cfs @ 1.53 fps) Pond 72P: DMH-P2 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.097 ac Peak Elev=117.33' 24.0" Round Culvert n=0.013 L=82.0' S=0.0122 '/' 0.53 cfs0.53 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 266HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 73P: WQU-P4 Inflow Area = 0.136 ac,100.00% Impervious, Inflow Depth = 5.30" for 25-Year event Inflow = 0.74 cfs @ 12.07 hrs, Volume= 0.060 af Outflow = 0.74 cfs @ 12.07 hrs, Volume= 0.060 af, Atten= 0%, Lag= 0.0 min Primary = 0.74 cfs @ 12.07 hrs, Volume= 0.060 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.90' @ 12.07 hrs Flood Elev= 119.36' Device Routing Invert Outlet Devices #1 Primary 114.50'24.0" Round Culvert L= 28.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.50' / 113.50' S= 0.0357 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.71 cfs @ 12.07 hrs HW=114.89' (Free Discharge) 1=Culvert (Inlet Controls 0.71 cfs @ 1.67 fps) Pond 73P: WQU-P4 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Inflow Area=0.136 ac Peak Elev=114.90' 24.0" Round Culvert n=0.013 L=28.0' S=0.0357 '/' 0.74 cfs0.74 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 267HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 74P: DMH-P1A [79] Warning: Submerged Pond 3P Primary device # 1 INLET by 0.50' [79] Warning: Submerged Pond 20P Primary device # 1 INLET by 0.10' Inflow Area = 1.062 ac, 88.64% Impervious, Inflow Depth = 4.89" for 25-Year event Inflow = 5.63 cfs @ 12.07 hrs, Volume= 0.432 af Outflow = 5.63 cfs @ 12.07 hrs, Volume= 0.432 af, Atten= 0%, Lag= 0.0 min Primary = 5.63 cfs @ 12.07 hrs, Volume= 0.432 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.22' @ 12.07 hrs Flood Elev= 122.30' Device Routing Invert Outlet Devices #1 Primary 118.00'24.0" Round Culvert L= 110.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 118.00' / 117.50' S= 0.0045 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=5.42 cfs @ 12.07 hrs HW=119.19' (Free Discharge) 1=Culvert (Barrel Controls 5.42 cfs @ 4.00 fps) Pond 74P: DMH-P1A Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)6 5 4 3 2 1 0 Inflow Area=1.062 ac Peak Elev=119.22' 24.0" Round Culvert n=0.013 L=110.0' S=0.0045 '/' 5.63 cfs5.63 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 268HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 75P: CB-P22 Inflow Area = 0.199 ac, 43.65% Impervious, Inflow Depth = 3.57" for 25-Year event Inflow = 0.83 cfs @ 12.07 hrs, Volume= 0.059 af Outflow = 0.83 cfs @ 12.07 hrs, Volume= 0.059 af, Atten= 0%, Lag= 0.0 min Primary = 0.83 cfs @ 12.07 hrs, Volume= 0.059 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.23' @ 12.07 hrs Flood Elev= 120.00' Device Routing Invert Outlet Devices #1 Primary 117.70'12.0" Round Culvert L= 125.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.70' / 115.20' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.80 cfs @ 12.07 hrs HW=118.22' (Free Discharge) 1=Culvert (Inlet Controls 0.80 cfs @ 1.94 fps) Pond 75P: CB-P22 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Inflow Area=0.199 ac Peak Elev=118.23' 12.0" Round Culvert n=0.013 L=125.0' S=0.0200 '/' 0.83 cfs0.83 cfs Post-Development Conditions Type III 24-hr 25-Year Rainfall=5.54"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 269HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Link 70L: Existing Atwood Rd. Drainage Inflow Area = 3.185 ac, 74.79% Impervious, Inflow Depth = 4.32" for 25-Year event Inflow = 15.37 cfs @ 12.06 hrs, Volume= 1.147 af Primary = 15.37 cfs @ 12.06 hrs, Volume= 1.147 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs 25-Year Primary Outflow Imported from J:\H\H1363\Atwood North\Data\Drainage\Existing Drainage Atwood Rd Draina Link 70L: Existing Atwood Rd. Drainage Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)16 14 12 10 8 6 4 2 0 Inflow Area=3.185 ac 25-Year Primary Outflow Imported from J:\H\H1363\Atwood North\Data\Drainage\Existing Drainage Atwood Rd Drainage~Pond 1P.hce Area= 2.277 ac 65.92% Imperv. 15.37 cfs15.37 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 270HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=0.50-30.00 hrs, dt=0.05 hrs, 591 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=16,858 sf 87.72% Impervious Runoff Depth=6.96"Subcatchment 1S: East Parking Lot (S-E) Tc=5.0 min CN=94 Runoff=2.88 cfs 0.225 af Runoff Area=11,237 sf 89.54% Impervious Runoff Depth=7.08"Subcatchment 2S: Courthouse Drive & Tc=5.0 min CN=95 Runoff=1.93 cfs 0.152 af Runoff Area=10,100 sf 85.53% Impervious Runoff Depth=6.96"Subcatchment 3S: East Parking Lot (N-E) Tc=5.0 min CN=94 Runoff=1.72 cfs 0.135 af Runoff Area=19,286 sf 91.08% Impervious Runoff Depth=7.08"Subcatchment 4S: East Parking Lot (N-W-1) Tc=5.0 min CN=95 Runoff=3.32 cfs 0.261 af Runoff Area=1,823 sf 100.00% Impervious Runoff Depth=7.44"Subcatchment 5S: East Parking Lot (N-W-2) Tc=5.0 min CN=98 Runoff=0.32 cfs 0.026 af Runoff Area=17,149 sf 81.70% Impervious Runoff Depth=6.85"Subcatchment 6S: Central Parking (N-E-1) Tc=5.0 min CN=93 Runoff=2.91 cfs 0.225 af Runoff Area=10,107 sf 85.26% Impervious Runoff Depth=6.96"Subcatchment 7S: Central Parking (N-E-2) Tc=5.0 min CN=94 Runoff=1.73 cfs 0.135 af Runoff Area=10,111 sf 85.29% Impervious Runoff Depth=6.96"Subcatchment 8S: Central Parking (N-W-1) Tc=5.0 min CN=94 Runoff=1.73 cfs 0.135 af Runoff Area=15,536 sf 90.42% Impervious Runoff Depth=7.08"Subcatchment 9S: Central Parking (N-W-2) Tc=5.0 min CN=95 Runoff=2.67 cfs 0.211 af Runoff Area=9,320 sf 82.62% Impervious Runoff Depth=6.85"Subcatchment 10S: North Driveway Tc=5.0 min CN=93 Runoff=1.58 cfs 0.122 af Runoff Area=3,273 sf 100.00% Impervious Runoff Depth=7.44"Subcatchment 11S: North Parking Lot (E) Tc=5.0 min CN=98 Runoff=0.57 cfs 0.047 af Runoff Area=5,907 sf 100.00% Impervious Runoff Depth=7.44"Subcatchment 12S: North Parking Lot (W) Tc=5.0 min CN=98 Runoff=1.03 cfs 0.084 af Runoff Area=8,674 sf 43.65% Impervious Runoff Depth=5.56"Subcatchment 13S: BLDG 2 Rear (N) Tc=5.0 min CN=82 Runoff=1.28 cfs 0.092 af Runoff Area=2,678 sf 100.00% Impervious Runoff Depth=7.44"Subcatchment 14S: BLDG 2 Rear (Center) Tc=5.0 min CN=98 Runoff=0.47 cfs 0.038 af Runoff Area=4,367 sf 69.84% Impervious Runoff Depth=6.37"Subcatchment 15S: BLDG 2 Rear (S) Tc=5.0 min CN=89 Runoff=0.71 cfs 0.053 af Runoff Area=10,357 sf 40.27% Impervious Runoff Depth=5.44"Subcatchment 16S: BLDG 2 Access Rd. (S) Tc=5.0 min CN=81 Runoff=1.50 cfs 0.108 af Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 271HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Runoff Area=18,868 sf 100.00% Impervious Runoff Depth=7.44"Subcatchment 17S: Infiltration Basin Area Flow Length=145' Tc=9.8 min CN=98 Runoff=2.84 cfs 0.269 af Runoff Area=13,040 sf 100.00% Impervious Runoff Depth=7.44"Subcatchment 18S: Infiltration Basin Area Tc=5.0 min CN=98 Runoff=2.27 cfs 0.186 af Runoff Area=5,111 sf 100.00% Impervious Runoff Depth=7.44"Subcatchment 19S: BioRetention Basin Flow Length=42' Slope=0.0200 '/' Tc=5.0 min CN=98 Runoff=0.89 cfs 0.073 af Runoff Area=25,464 sf 36.29% Impervious Runoff Depth=4.64"Subcatchment 20S: Wetland Area Flow Length=97' Tc=8.3 min CN=74 Runoff=2.89 cfs 0.226 af Runoff Area=11,859 sf 0.00% Impervious Runoff Depth=4.08"Subcatchment 21S: Northern Property Line Flow Length=50' Slope=0.0200 '/' Tc=5.8 min CN=69 Runoff=1.28 cfs 0.093 af Runoff Area=5,032 sf 100.00% Impervious Runoff Depth=7.44"Subcatchment 22S: Bioretention Basin Tc=5.0 min CN=98 Runoff=0.88 cfs 0.072 af Runoff Area=23,295 sf 100.00% Impervious Runoff Depth=7.44"Subcatchment 23S: Bldg. 1 Roof Tc=5.0 min CN=98 Runoff=4.06 cfs 0.332 af Runoff Area=19,260 sf 100.00% Impervious Runoff Depth=7.44"Subcatchment 24S: Bldg. 2 Roof Tc=6.0 min CN=98 Runoff=3.25 cfs 0.274 af Runoff Area=11,011 sf 87.19% Impervious Runoff Depth=6.96"Subcatchment 25S: Central Parking (S-E-1) Tc=5.0 min CN=94 Runoff=1.88 cfs 0.147 af Runoff Area=7,156 sf 84.60% Impervious Runoff Depth=6.96"Subcatchment 26S: Central Parking (S-E-2) Tc=5.0 min CN=94 Runoff=1.22 cfs 0.095 af Runoff Area=7,148 sf 84.40% Impervious Runoff Depth=6.85"Subcatchment 27S: Central Parking (S-W-1) Tc=5.0 min CN=93 Runoff=1.21 cfs 0.094 af Runoff Area=11,566 sf 78.51% Impervious Runoff Depth=6.73"Subcatchment 28S: Central Parking (S-W-2) Tc=5.0 min CN=92 Runoff=1.94 cfs 0.149 af Runoff Area=4,037 sf 69.26% Impervious Runoff Depth=6.37"Subcatchment 29S: BLDG 2 Drive-up Tc=5.0 min CN=89 Runoff=0.66 cfs 0.049 af Runoff Area=2,778 sf 81.97% Impervious Runoff Depth=6.85"Subcatchment 30S: South Driveway (W) Tc=5.0 min CN=93 Runoff=0.47 cfs 0.036 af Runoff Area=2,907 sf 80.63% Impervious Runoff Depth=6.73"Subcatchment 31S: South Driveway (Center) Tc=5.0 min CN=92 Runoff=0.49 cfs 0.037 af Runoff Area=4,982 sf 56.34% Impervious Runoff Depth=5.90"Subcatchment 32S: South Driveway (E) Tc=5.0 min CN=85 Runoff=0.77 cfs 0.056 af Runoff Area=3,619 sf 100.00% Impervious Runoff Depth=7.44"Subcatchment 74S: North Parking Lot (C) Tc=5.0 min CN=98 Runoff=0.63 cfs 0.052 af Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 272HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Runoff Area=600 sf 100.00% Impervious Runoff Depth=7.44"Subcatchment 75S: North Parking Lot Drive Tc=5.0 min CN=98 Runoff=0.10 cfs 0.009 af Runoff Area=5,047 sf 100.00% Impervious Runoff Depth=7.44"Subcatchment 77S: East Parking Lot (N-E2) Tc=5.0 min CN=98 Runoff=0.88 cfs 0.072 af Inflow=11.34 cfs 1.106 afReach 71R: Design Point 2 - Northern Wetland Area Outflow=11.34 cfs 1.106 af Inflow=41.39 cfs 3.595 afReach 72R: Design Point 1 - Western Wetland Area Outflow=41.39 cfs 3.595 af Peak Elev=121.43' Inflow=2.88 cfs 0.225 afPond 2P: CB-P13 12.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' Outflow=2.88 cfs 0.225 af Peak Elev=120.03' Inflow=4.60 cfs 0.359 afPond 3P: DMH-P1 18.0" Round Culvert n=0.013 L=201.0' S=0.0035 '/' Outflow=4.60 cfs 0.359 af Peak Elev=120.79' Inflow=1.72 cfs 0.135 afPond 4P: CB-P14 12.0" Round Culvert n=0.013 L=58.0' S=0.0050 '/' Outflow=1.72 cfs 0.135 af Peak Elev=117.61' Inflow=4.63 cfs 0.359 afPond 8P: DMH-P3 24.0" Round Culvert n=0.013 L=129.0' S=0.0050 '/' Outflow=4.63 cfs 0.359 af Peak Elev=120.04' Storage=924 cf Inflow=2.81 cfs 0.224 afPond 9P: Bioretention Basin 2 Outflow=1.62 cfs 0.223 af Peak Elev=117.41' Inflow=9.03 cfs 0.704 afPond 11P: DMH-P5 24.0" Round Culvert n=0.013 L=126.0' S=0.0050 '/' Outflow=9.03 cfs 0.704 af Peak Elev=116.72' Inflow=10.31 cfs 0.797 afPond 12P: WQU-P1 24.0" Round Culvert n=0.013 L=78.0' S=0.0053 '/' Outflow=10.31 cfs 0.797 af Peak Elev=117.89' Inflow=0.10 cfs 0.009 afPond 13P: CB-P18 12.0" Round Culvert n=0.013 L=25.0' S=0.0052 '/' Outflow=0.10 cfs 0.009 af Peak Elev=118.69' Inflow=0.63 cfs 0.052 afPond 14P: CB-P17 12.0" Round Culvert n=0.013 L=39.0' S=0.0051 '/' Outflow=0.63 cfs 0.052 af Peak Elev=120.84' Inflow=3.32 cfs 0.261 afPond 20P: CB-P15 12.0" Round Culvert n=0.013 L=57.0' S=0.0049 '/' Outflow=3.32 cfs 0.261 af Peak Elev=117.97' Inflow=1.73 cfs 0.135 afPond 23P: CB-P4 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=1.73 cfs 0.135 af Peak Elev=118.66' Inflow=2.91 cfs 0.225 afPond 24P: CB-P2 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=2.91 cfs 0.225 af Peak Elev=119.19' Inflow=2.67 cfs 0.211 afPond 25P: CB-P8 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=2.67 cfs 0.211 af Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 273HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=117.97' Inflow=1.73 cfs 0.135 afPond 26P: CB-P6 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' Outflow=1.73 cfs 0.135 af Peak Elev=114.06' Storage=12,435 cf Inflow=13.79 cfs 1.132 afPond 31P: Infiltration Basin 2 cfs 0.268 af Primary=3.73 cfs 0.618 af Secondary=5.24 cfs 0.187 af Tertiary=0.00 cfs 0.000 af Outflow=9.20 cfs 1.073 af Peak Elev=116.05' Inflow=11.32 cfs 0.863 afPond 32P: WQU-P2 24.0" Round Culvert n=0.013 L=38.0' S=0.0058 '/' Outflow=11.32 cfs 0.863 af Peak Elev=117.59' Inflow=0.47 cfs 0.038 afPond 33P: CB-P19 12.0" Round Culvert n=0.013 L=73.0' S=0.0197 '/' Outflow=0.47 cfs 0.038 af Peak Elev=116.89' Inflow=10.86 cfs 0.825 afPond 34P: DMH-P6 24.0" Round Culvert n=0.013 L=154.0' S=0.0050 '/' Outflow=10.86 cfs 0.825 af Peak Elev=117.32' Inflow=8.65 cfs 0.664 afPond 35P: DMH-P7 24.0" Round Culvert n=0.013 L=111.0' S=0.0050 '/' Outflow=8.65 cfs 0.664 af Peak Elev=117.74' Inflow=7.52 cfs 0.578 afPond 36P: DMH-P8 24.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' Outflow=7.52 cfs 0.578 af Peak Elev=117.90' Inflow=2.65 cfs 0.203 afPond 37P: DMH-P9 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=2.65 cfs 0.203 af Peak Elev=119.26' Inflow=0.77 cfs 0.056 afPond 38P: CB-P11 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' Outflow=0.77 cfs 0.056 af Peak Elev=118.53' Inflow=1.88 cfs 0.147 afPond 39P: CB-P1 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' Outflow=1.88 cfs 0.147 af Peak Elev=117.80' Inflow=1.22 cfs 0.095 afPond 40P: CB-P3 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' Outflow=1.22 cfs 0.095 af Peak Elev=118.85' Inflow=1.94 cfs 0.149 afPond 41P: CB-P7 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' Outflow=1.94 cfs 0.149 af Peak Elev=117.80' Inflow=1.21 cfs 0.094 afPond 42P: CB-P5 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' Outflow=1.21 cfs 0.094 af Peak Elev=118.24' Inflow=2.21 cfs 0.161 afPond 43P: CB-P20 12.0" Round Culvert n=0.013 L=26.0' S=0.0077 '/' Outflow=2.21 cfs 0.161 af Peak Elev=117.77' Inflow=0.66 cfs 0.049 afPond 44P: CB-P9 12.0" Round Culvert n=0.013 L=15.0' S=0.0107 '/' Outflow=0.66 cfs 0.049 af Peak Elev=117.72' Inflow=0.47 cfs 0.036 afPond 45P: CB-P10 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' Outflow=0.47 cfs 0.036 af Peak Elev=117.76' Inflow=4.36 cfs 0.336 afPond 46P: DMH-P10 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' Outflow=4.36 cfs 0.336 af Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 274HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=118.68' Inflow=0.49 cfs 0.037 afPond 47P: CB-P21 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' Outflow=0.49 cfs 0.037 af Peak Elev=114.20' Storage=6,075 cf Inflow=13.61 cfs 1.066 afPond 59P: Infiltration Basin 1 0.151 af Primary=0.08 cfs 0.001 af Secondary=11.58 cfs 0.881 af Tertiary=0.00 cfs 0.000 af Outflow=11.78 cfs 1.032 af Peak Elev=119.77' Inflow=25.17 cfs 2.300 afPond 61P: DMH-P11 18.0" Round Culvert n=0.013 L=103.0' S=0.0150 '/' Outflow=25.17 cfs 2.300 af Peak Elev=117.51' Inflow=5.36 cfs 0.555 afPond 67P: DMH-P13 24.0" Round Culvert n=0.013 L=131.0' S=0.0052 '/' Outflow=5.36 cfs 0.555 af Peak Elev=120.51' Inflow=5.36 cfs 0.555 afPond 68P: DMH-3 (Exist.) 12.0" Round Culvert n=0.012 L=191.0' S=-0.0011 '/' Outflow=5.36 cfs 0.555 af Peak Elev=123.18' Inflow=21.82 cfs 1.683 afPond 69P: DMH-1 18.0" Round Culvert n=0.012 L=237.0' S=0.0129 '/' Outflow=21.82 cfs 1.683 af Peak Elev=118.17' Storage=8,865 cf Inflow=12.01 cfs 0.948 afPond 71P: BioRetention Basin 1 Discarded=0.16 cfs 0.236 af Primary=6.47 cfs 0.668 af Secondary=0.00 cfs 0.000 af Outflow=6.63 cfs 0.904 af Peak Elev=117.39' Inflow=0.73 cfs 0.060 afPond 72P: DMH-P2 24.0" Round Culvert n=0.013 L=82.0' S=0.0122 '/' Outflow=0.73 cfs 0.060 af Peak Elev=114.97' Inflow=1.03 cfs 0.084 afPond 73P: WQU-P4 24.0" Round Culvert n=0.013 L=28.0' S=0.0357 '/' Outflow=1.03 cfs 0.084 af Peak Elev=119.50' Inflow=7.92 cfs 0.620 afPond 74P: DMH-P1A 24.0" Round Culvert n=0.013 L=110.0' S=0.0045 '/' Outflow=7.92 cfs 0.620 af Peak Elev=118.39' Inflow=1.28 cfs 0.092 afPond 75P: CB-P22 12.0" Round Culvert n=0.013 L=125.0' S=0.0200 '/' Outflow=1.28 cfs 0.092 af from J:\H\H1363\Atwood North\Data\Drainage\Existing Drainage Atwood Rd Drainage~Pond 1P.hce Inflow=21.82 cfs 1.683 afLink Area= 2.277 ac 65.92% Imperv. Primary=21.82 cfs 1.683 af Total Runoff Area = 7.795 ac Runoff Volume = 4.366 af Average Runoff Depth = 6.72" 19.65% Pervious = 1.532 ac 80.35% Impervious = 6.264 ac Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 275HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: East Parking Lot (S-E) [49] Hint: Tc<2dt may require smaller dt Runoff = 2.88 cfs @ 12.07 hrs, Volume= 0.225 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 14,787 98 Paved parking, HSG B 2,071 69 50-75% Grass cover, Fair, HSG B 16,858 94 Weighted Average 2,071 12.28% Pervious Area 14,787 87.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 1S: East Parking Lot (S-E) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)3 2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=16,858 sf Runoff Volume=0.225 af Runoff Depth=6.96" Tc=5.0 min CN=94 2.88 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 276HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Courthouse Drive & Entry [49] Hint: Tc<2dt may require smaller dt Runoff = 1.93 cfs @ 12.07 hrs, Volume= 0.152 af, Depth= 7.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 10,062 98 Paved parking, HSG B 1,175 69 50-75% Grass cover, Fair, HSG B 11,237 95 Weighted Average 1,175 10.46% Pervious Area 10,062 89.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 2S: Courthouse Drive & Entry Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=11,237 sf Runoff Volume=0.152 af Runoff Depth=7.08" Tc=5.0 min CN=95 1.93 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 277HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: East Parking Lot (N-E) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.72 cfs @ 12.07 hrs, Volume= 0.135 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 8,639 98 Paved parking, HSG B 1,461 69 50-75% Grass cover, Fair, HSG B 10,100 94 Weighted Average 1,461 14.47% Pervious Area 8,639 85.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 3S: East Parking Lot (N-E) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=10,100 sf Runoff Volume=0.135 af Runoff Depth=6.96" Tc=5.0 min CN=94 1.72 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 278HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: East Parking Lot (N-W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 3.32 cfs @ 12.07 hrs, Volume= 0.261 af, Depth= 7.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 17,565 98 Paved parking, HSG B 1,721 69 50-75% Grass cover, Fair, HSG B 19,286 95 Weighted Average 1,721 8.92% Pervious Area 17,565 91.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 4S: East Parking Lot (N-W-1) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)3 2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=19,286 sf Runoff Volume=0.261 af Runoff Depth=7.08" Tc=5.0 min CN=95 3.32 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 279HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: East Parking Lot (N-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.32 cfs @ 12.07 hrs, Volume= 0.026 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 1,823 98 Paved parking, HSG B 1,823 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 5S: East Parking Lot (N-W-2) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=1,823 sf Runoff Volume=0.026 af Runoff Depth=7.44" Tc=5.0 min CN=98 0.32 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 280HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Central Parking (N-E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 2.91 cfs @ 12.07 hrs, Volume= 0.225 af, Depth= 6.85" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 14,011 98 Paved parking, HSG B 3,138 69 50-75% Grass cover, Fair, HSG B 17,149 93 Weighted Average 3,138 18.30% Pervious Area 14,011 81.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 6S: Central Parking (N-E-1) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)3 2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=17,149 sf Runoff Volume=0.225 af Runoff Depth=6.85" Tc=5.0 min CN=93 2.91 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 281HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Central Parking (N-E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.73 cfs @ 12.07 hrs, Volume= 0.135 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 8,617 98 Paved parking, HSG B 1,490 69 50-75% Grass cover, Fair, HSG B 10,107 94 Weighted Average 1,490 14.74% Pervious Area 8,617 85.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 7S: Central Parking (N-E-2) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=10,107 sf Runoff Volume=0.135 af Runoff Depth=6.96" Tc=5.0 min CN=94 1.73 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 282HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Central Parking (N-W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.73 cfs @ 12.07 hrs, Volume= 0.135 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 8,624 98 Paved parking, HSG B 1,487 69 50-75% Grass cover, Fair, HSG B 10,111 94 Weighted Average 1,487 14.71% Pervious Area 8,624 85.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 8S: Central Parking (N-W-1) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=10,111 sf Runoff Volume=0.135 af Runoff Depth=6.96" Tc=5.0 min CN=94 1.73 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 283HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Central Parking (N-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 2.67 cfs @ 12.07 hrs, Volume= 0.211 af, Depth= 7.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 14,048 98 Paved parking, HSG B 1,488 69 50-75% Grass cover, Fair, HSG B 15,536 95 Weighted Average 1,488 9.58% Pervious Area 14,048 90.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 9S: Central Parking (N-W-2) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=15,536 sf Runoff Volume=0.211 af Runoff Depth=7.08" Tc=5.0 min CN=95 2.67 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 284HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: North Driveway [49] Hint: Tc<2dt may require smaller dt Runoff = 1.58 cfs @ 12.07 hrs, Volume= 0.122 af, Depth= 6.85" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 7,700 98 Paved parking, HSG B 1,620 69 50-75% Grass cover, Fair, HSG B 9,320 93 Weighted Average 1,620 17.38% Pervious Area 7,700 82.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 10S: North Driveway Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=9,320 sf Runoff Volume=0.122 af Runoff Depth=6.85" Tc=5.0 min CN=93 1.58 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 285HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: North Parking Lot (E) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.57 cfs @ 12.07 hrs, Volume= 0.047 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 3,273 98 Paved parking, HSG B 3,273 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 11S: North Parking Lot (E) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=3,273 sf Runoff Volume=0.047 af Runoff Depth=7.44" Tc=5.0 min CN=98 0.57 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 286HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: North Parking Lot (W) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.03 cfs @ 12.07 hrs, Volume= 0.084 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 5,907 98 Paved parking, HSG B 5,907 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min. Subcatchment 12S: North Parking Lot (W) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=5,907 sf Runoff Volume=0.084 af Runoff Depth=7.44" Tc=5.0 min CN=98 1.03 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 287HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: BLDG 2 Rear (N) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.28 cfs @ 12.07 hrs, Volume= 0.092 af, Depth= 5.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 3,786 98 Paved parking, HSG B 4,888 69 50-75% Grass cover, Fair, HSG B 8,674 82 Weighted Average 4,888 56.35% Pervious Area 3,786 43.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 13S: BLDG 2 Rear (N) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=8,674 sf Runoff Volume=0.092 af Runoff Depth=5.56" Tc=5.0 min CN=82 1.28 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 288HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: BLDG 2 Rear (Center) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.47 cfs @ 12.07 hrs, Volume= 0.038 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 2,678 98 Paved parking, HSG B 2,678 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 14S: BLDG 2 Rear (Center) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=2,678 sf Runoff Volume=0.038 af Runoff Depth=7.44" Tc=5.0 min CN=98 0.47 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 289HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: BLDG 2 Rear (S) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.71 cfs @ 12.07 hrs, Volume= 0.053 af, Depth= 6.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 3,050 98 Paved parking, HSG B 1,317 69 50-75% Grass cover, Fair, HSG B 4,367 89 Weighted Average 1,317 30.16% Pervious Area 3,050 69.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 15S: BLDG 2 Rear (S) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=4,367 sf Runoff Volume=0.053 af Runoff Depth=6.37" Tc=5.0 min CN=89 0.71 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 290HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: BLDG 2 Access Rd. (S) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.50 cfs @ 12.07 hrs, Volume= 0.108 af, Depth= 5.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 4,171 98 Paved parking, HSG B 6,186 69 50-75% Grass cover, Fair, HSG B 10,357 81 Weighted Average 6,186 59.73% Pervious Area 4,171 40.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 16S: BLDG 2 Access Rd. (S) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=10,357 sf Runoff Volume=0.108 af Runoff Depth=5.44" Tc=5.0 min CN=81 1.50 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 291HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: Infiltration Basin Area Runoff = 2.84 cfs @ 12.13 hrs, Volume= 0.269 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 18,868 98 Water Surface, HSG B 18,868 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 50 0.3333 0.45 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.0 17 0.3333 8.66 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 7.6 50 0.0100 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.3 28 0.0100 1.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 9.8 145 Total Subcatchment 17S: Infiltration Basin Area Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)3 2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=18,868 sf Runoff Volume=0.269 af Runoff Depth=7.44" Flow Length=145' Tc=9.8 min CN=98 2.84 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 292HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Infiltration Basin Area [49] Hint: Tc<2dt may require smaller dt Runoff = 2.27 cfs @ 12.07 hrs, Volume= 0.186 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 13,040 98 Water Surface, HSG B 13,040 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 18S: Infiltration Basin Area Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=13,040 sf Runoff Volume=0.186 af Runoff Depth=7.44" Tc=5.0 min CN=98 2.27 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 293HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: BioRetention Basin Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.89 cfs @ 12.07 hrs, Volume= 0.073 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 5,111 98 Water Surface, HSG B 5,111 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 42 0.0200 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" Subcatchment 19S: BioRetention Basin Area Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=5,111 sf Runoff Volume=0.073 af Runoff Depth=7.44" Flow Length=42' Slope=0.0200 '/' Tc=5.0 min CN=98 0.89 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 294HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Wetland Area Runoff = 2.89 cfs @ 12.12 hrs, Volume= 0.226 af, Depth= 4.64" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 8,321 61 >75% Grass cover, Good, HSG B 7,901 60 Woods, Fair, HSG B 9,242 98 Water Surface, HSG B 25,464 74 Weighted Average 16,222 63.71% Pervious Area 9,242 36.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 6 0.1670 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.8 10 0.1000 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.6 17 0.0590 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.1 20 0.2000 0.30 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.9 20 0.0500 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 2.4 24 0.0420 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 8.3 97 Total Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 295HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcatchment 20S: Wetland Area Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)3 2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=25,464 sf Runoff Volume=0.226 af Runoff Depth=4.64" Flow Length=97' Tc=8.3 min CN=74 2.89 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 296HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: Northern Property Line Boundary [49] Hint: Tc<2dt may require smaller dt Runoff = 1.28 cfs @ 12.09 hrs, Volume= 0.093 af, Depth= 4.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 11,859 69 50-75% Grass cover, Fair, HSG B 11,859 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.8 50 0.0200 0.14 Sheet Flow, First 50' Grass: Short n= 0.150 P2= 3.05" Subcatchment 21S: Northern Property Line Boundary Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=11,859 sf Runoff Volume=0.093 af Runoff Depth=4.08" Flow Length=50' Slope=0.0200 '/' Tc=5.8 min CN=69 1.28 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 297HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 22S: Bioretention Basin Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.88 cfs @ 12.07 hrs, Volume= 0.072 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 5,032 98 Water Surface, HSG B 5,032 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 22S: Bioretention Basin Area Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=5,032 sf Runoff Volume=0.072 af Runoff Depth=7.44" Tc=5.0 min CN=98 0.88 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 298HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: Bldg. 1 Roof [49] Hint: Tc<2dt may require smaller dt Runoff = 4.06 cfs @ 12.07 hrs, Volume= 0.332 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 22,000 98 Roofs, HSG B 1,295 98 Roofs, HSG B 23,295 98 Weighted Average 23,295 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 23S: Bldg. 1 Roof Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)4 3 2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=23,295 sf Runoff Volume=0.332 af Runoff Depth=7.44" Tc=5.0 min CN=98 4.06 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 299HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 24S: Bldg. 2 Roof Runoff = 3.25 cfs @ 12.09 hrs, Volume= 0.274 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 18,000 98 Roofs, HSG B 1,260 98 Roofs, HSG B 19,260 98 Weighted Average 19,260 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc = 6 min Subcatchment 24S: Bldg. 2 Roof Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)3 2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=19,260 sf Runoff Volume=0.274 af Runoff Depth=7.44" Tc=6.0 min CN=98 3.25 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 300HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 25S: Central Parking (S-E-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.88 cfs @ 12.07 hrs, Volume= 0.147 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 9,601 98 Paved parking, HSG B 1,410 69 50-75% Grass cover, Fair, HSG B 11,011 94 Weighted Average 1,410 12.81% Pervious Area 9,601 87.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 25S: Central Parking (S-E-1) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=11,011 sf Runoff Volume=0.147 af Runoff Depth=6.96" Tc=5.0 min CN=94 1.88 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 301HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 26S: Central Parking (S-E-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.22 cfs @ 12.07 hrs, Volume= 0.095 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 6,054 98 Paved parking, HSG B 1,102 69 50-75% Grass cover, Fair, HSG B 7,156 94 Weighted Average 1,102 15.40% Pervious Area 6,054 84.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 26S: Central Parking (S-E-2) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=7,156 sf Runoff Volume=0.095 af Runoff Depth=6.96" Tc=5.0 min CN=94 1.22 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 302HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 27S: Central Parking (S-W-1) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.21 cfs @ 12.07 hrs, Volume= 0.094 af, Depth= 6.85" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 6,033 98 Paved parking, HSG B 1,115 69 50-75% Grass cover, Fair, HSG B 7,148 93 Weighted Average 1,115 15.60% Pervious Area 6,033 84.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 27S: Central Parking (S-W-1) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=7,148 sf Runoff Volume=0.094 af Runoff Depth=6.85" Tc=5.0 min CN=93 1.21 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 303HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 28S: Central Parking (S-W-2) [49] Hint: Tc<2dt may require smaller dt Runoff = 1.94 cfs @ 12.07 hrs, Volume= 0.149 af, Depth= 6.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 9,080 98 Paved parking, HSG B 2,486 69 50-75% Grass cover, Fair, HSG B 11,566 92 Weighted Average 2,486 21.49% Pervious Area 9,080 78.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 28S: Central Parking (S-W-2) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=11,566 sf Runoff Volume=0.149 af Runoff Depth=6.73" Tc=5.0 min CN=92 1.94 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 304HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 29S: BLDG 2 Drive-up [49] Hint: Tc<2dt may require smaller dt Runoff = 0.66 cfs @ 12.07 hrs, Volume= 0.049 af, Depth= 6.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 2,796 98 Water Surface, HSG B 780 69 50-75% Grass cover, Fair, HSG B 461 69 50-75% Grass cover, Fair, HSG B 4,037 89 Weighted Average 1,241 30.74% Pervious Area 2,796 69.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 29S: BLDG 2 Drive-up Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=4,037 sf Runoff Volume=0.049 af Runoff Depth=6.37" Tc=5.0 min CN=89 0.66 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 305HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 30S: South Driveway (W) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.47 cfs @ 12.07 hrs, Volume= 0.036 af, Depth= 6.85" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 2,277 98 Paved parking, HSG B 501 69 50-75% Grass cover, Fair, HSG B 2,778 93 Weighted Average 501 18.03% Pervious Area 2,277 81.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 30S: South Driveway (W) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=2,778 sf Runoff Volume=0.036 af Runoff Depth=6.85" Tc=5.0 min CN=93 0.47 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 306HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 31S: South Driveway (Center) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.49 cfs @ 12.07 hrs, Volume= 0.037 af, Depth= 6.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 2,344 98 Paved parking, HSG B 563 69 50-75% Grass cover, Fair, HSG B 2,907 92 Weighted Average 563 19.37% Pervious Area 2,344 80.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 31S: South Driveway (Center) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=2,907 sf Runoff Volume=0.037 af Runoff Depth=6.73" Tc=5.0 min CN=92 0.49 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 307HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 32S: South Driveway (E) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.77 cfs @ 12.07 hrs, Volume= 0.056 af, Depth= 5.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 2,807 98 Paved parking, HSG B 604 69 50-75% Grass cover, Fair, HSG B 1,571 69 50-75% Grass cover, Fair, HSG B 4,982 85 Weighted Average 2,175 43.66% Pervious Area 2,807 56.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc = 5 min Subcatchment 32S: South Driveway (E) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=4,982 sf Runoff Volume=0.056 af Runoff Depth=5.90" Tc=5.0 min CN=85 0.77 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 308HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 74S: North Parking Lot (C) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.63 cfs @ 12.07 hrs, Volume= 0.052 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 3,619 98 Paved parking, HSG B 3,619 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min Subcatchment 74S: North Parking Lot (C) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=3,619 sf Runoff Volume=0.052 af Runoff Depth=7.44" Tc=5.0 min CN=98 0.63 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 309HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 75S: North Parking Lot Drive [49] Hint: Tc<2dt may require smaller dt Runoff = 0.10 cfs @ 12.07 hrs, Volume= 0.009 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 600 98 Paved parking, HSG B 600 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min. Subcatchment 75S: North Parking Lot Drive Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=600 sf Runoff Volume=0.009 af Runoff Depth=7.44" Tc=5.0 min CN=98 0.10 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 310HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 77S: East Parking Lot (N-E2) [49] Hint: Tc<2dt may require smaller dt Runoff = 0.88 cfs @ 12.07 hrs, Volume= 0.072 af, Depth= 7.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (sf) CN Description 5,047 98 Paved parking, HSG B 5,047 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Tc=5 min. Subcatchment 77S: East Parking Lot (N-E2) Runoff Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=5,047 sf Runoff Volume=0.072 af Runoff Depth=7.44" Tc=5.0 min CN=98 0.88 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 311HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 71R: Design Point 2 - Northern Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.437 ac, 82.35% Impervious, Inflow Depth = 5.45" for 100-Year event Inflow = 11.34 cfs @ 12.10 hrs, Volume= 1.106 af Outflow = 11.34 cfs @ 12.10 hrs, Volume= 1.106 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Reach 71R: Design Point 2 - Northern Wetland Area Inflow Outflow Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.437 ac 11.34 cfs11.34 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 312HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Reach 72R: Design Point 1 - Western Wetland Area [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 7.635 ac, 75.41% Impervious, Inflow Depth = 5.65" for 100-Year event Inflow = 41.39 cfs @ 12.09 hrs, Volume= 3.595 af Outflow = 41.39 cfs @ 12.09 hrs, Volume= 3.595 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Reach 72R: Design Point 1 - Western Wetland Area Inflow Outflow Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)45 40 35 30 25 20 15 10 5 0 Inflow Area=7.635 ac 41.39 cfs41.39 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 313HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 2P: CB-P13 Inflow Area = 0.387 ac, 87.72% Impervious, Inflow Depth = 6.96" for 100-Year event Inflow = 2.88 cfs @ 12.07 hrs, Volume= 0.225 af Outflow = 2.88 cfs @ 12.07 hrs, Volume= 0.225 af, Atten= 0%, Lag= 0.0 min Primary = 2.88 cfs @ 12.07 hrs, Volume= 0.225 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 121.43' @ 12.07 hrs Flood Elev= 122.20' Device Routing Invert Outlet Devices #1 Primary 119.90'12.0" Round Culvert L= 84.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.90' / 119.48' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.77 cfs @ 12.07 hrs HW=121.36' (Free Discharge) 1=Culvert (Barrel Controls 2.77 cfs @ 3.53 fps) Pond 2P: CB-P13 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)3 2 1 0 Inflow Area=0.387 ac Peak Elev=121.43' 12.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' 2.88 cfs2.88 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 314HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 3P: DMH-P1 [79] Warning: Submerged Pond 2P Primary device # 1 INLET by 0.11' [79] Warning: Submerged Pond 4P Primary device # 1 INLET by 0.11' Inflow Area = 0.619 ac, 86.90% Impervious, Inflow Depth = 6.96" for 100-Year event Inflow = 4.60 cfs @ 12.07 hrs, Volume= 0.359 af Outflow = 4.60 cfs @ 12.07 hrs, Volume= 0.359 af, Atten= 0%, Lag= 0.0 min Primary = 4.60 cfs @ 12.07 hrs, Volume= 0.359 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.03' @ 12.07 hrs Flood Elev= 123.60' Device Routing Invert Outlet Devices #1 Primary 118.70'18.0" Round Culvert L= 201.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.70' / 118.00' S= 0.0035 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=4.44 cfs @ 12.07 hrs HW=120.00' (Free Discharge) 1=Culvert (Barrel Controls 4.44 cfs @ 3.65 fps) Pond 3P: DMH-P1 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)5 4 3 2 1 0 Inflow Area=0.619 ac Peak Elev=120.03' 18.0" Round Culvert n=0.013 L=201.0' S=0.0035 '/' 4.60 cfs4.60 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 315HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 4P: CB-P14 Inflow Area = 0.232 ac, 85.53% Impervious, Inflow Depth = 6.96" for 100-Year event Inflow = 1.72 cfs @ 12.07 hrs, Volume= 0.135 af Outflow = 1.72 cfs @ 12.07 hrs, Volume= 0.135 af, Atten= 0%, Lag= 0.0 min Primary = 1.72 cfs @ 12.07 hrs, Volume= 0.135 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.79' @ 12.07 hrs Flood Elev= 122.20' Device Routing Invert Outlet Devices #1 Primary 119.90'12.0" Round Culvert L= 58.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.90' / 119.61' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.66 cfs @ 12.07 hrs HW=120.76' (Free Discharge) 1=Culvert (Barrel Controls 1.66 cfs @ 3.09 fps) Pond 4P: CB-P14 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.232 ac Peak Elev=120.79' 12.0" Round Culvert n=0.013 L=58.0' S=0.0050 '/' 1.72 cfs1.72 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 316HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 8P: DMH-P3 [79] Warning: Submerged Pond 23P Primary device # 1 INLET by 0.49' [79] Warning: Submerged Pond 24P Primary device # 1 INLET by 0.49' Inflow Area = 0.626 ac, 83.02% Impervious, Inflow Depth = 6.89" for 100-Year event Inflow = 4.63 cfs @ 12.07 hrs, Volume= 0.359 af Outflow = 4.63 cfs @ 12.07 hrs, Volume= 0.359 af, Atten= 0%, Lag= 0.0 min Primary = 4.63 cfs @ 12.07 hrs, Volume= 0.359 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.61' @ 12.07 hrs Flood Elev= 120.37' Device Routing Invert Outlet Devices #1 Primary 116.53'24.0" Round Culvert L= 129.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.53' / 115.89' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=4.46 cfs @ 12.07 hrs HW=117.58' (Free Discharge) 1=Culvert (Barrel Controls 4.46 cfs @ 3.86 fps) Pond 8P: DMH-P3 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)5 4 3 2 1 0 Inflow Area=0.626 ac Peak Elev=117.61' 24.0" Round Culvert n=0.013 L=129.0' S=0.0050 '/' 4.63 cfs4.63 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 317HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 9P: Bioretention Basin 2 Inflow Area = 0.373 ac, 92.78% Impervious, Inflow Depth = 7.19" for 100-Year event Inflow = 2.81 cfs @ 12.07 hrs, Volume= 0.224 af Outflow = 1.62 cfs @ 12.19 hrs, Volume= 0.223 af, Atten= 42%, Lag= 7.3 min Primary = 1.62 cfs @ 12.19 hrs, Volume= 0.223 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.04' @ 12.19 hrs Surf.Area= 1,040 sf Storage= 924 cf Flood Elev= 121.10' Surf.Area= 1,676 sf Storage= 2,212 cf Plug-Flow detention time= 7.4 min calculated for 0.223 af (100% of inflow) Center-of-Mass det. time= 6.0 min ( 757.8 - 751.8 ) Volume Invert Avail.Storage Storage Description #1 116.50' 2,212 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 116.50 394 99.4 0.0 0 0 394 116.76 394 99.4 20.0 20 20 420 118.99 394 99.4 20.0 176 196 642 119.00 394 99.4 100.0 4 200 643 120.00 1,015 204.0 100.0 680 881 3,172 121.00 1,676 228.0 100.0 1,332 2,212 4,025 Device Routing Invert Outlet Devices #1 Primary 116.66'12.0" Round Culvert L= 38.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.66' / 116.45' S= 0.0055 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2 Device 1 120.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 116.76'6.0" Round Culvert L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 116.76' / 116.66' S= 0.0040 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.60 cfs @ 12.19 hrs HW=120.04' (Free Discharge) 1=Culvert (Passes 1.60 cfs of 5.07 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.20 cfs @ 0.65 fps) 3=Culvert (Barrel Controls 1.39 cfs @ 7.10 fps) Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 318HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Pond 9P: Bioretention Basin 2 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)3 2 1 0 Inflow Area=0.373 ac Peak Elev=120.04' Storage=924 cf 2.81 cfs 1.62 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 319HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 11P: DMH-P5 [79] Warning: Submerged Pond 8P Primary device # 1 INLET by 0.85' [79] Warning: Submerged Pond 26P Primary device # 1 INLET by 0.28' Inflow Area = 1.214 ac, 85.63% Impervious, Inflow Depth = 6.96" for 100-Year event Inflow = 9.03 cfs @ 12.07 hrs, Volume= 0.704 af Outflow = 9.03 cfs @ 12.07 hrs, Volume= 0.704 af, Atten= 0%, Lag= 0.0 min Primary = 9.03 cfs @ 12.07 hrs, Volume= 0.704 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.41' @ 12.07 hrs Flood Elev= 120.38' Device Routing Invert Outlet Devices #1 Primary 115.79'24.0" Round Culvert L= 126.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.79' / 115.16' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=8.70 cfs @ 12.07 hrs HW=117.37' (Free Discharge) 1=Culvert (Barrel Controls 8.70 cfs @ 4.49 fps) Pond 11P: DMH-P5 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.214 ac Peak Elev=117.41' 24.0" Round Culvert n=0.013 L=126.0' S=0.0050 '/' 9.03 cfs9.03 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 320HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 12P: WQU-P1 [79] Warning: Submerged Pond 11P Primary device # 1 INLET by 0.90' [79] Warning: Submerged Pond 75P Primary device # 1 OUTLET by 1.49' Inflow Area = 1.414 ac, 79.71% Impervious, Inflow Depth = 6.76" for 100-Year event Inflow = 10.31 cfs @ 12.07 hrs, Volume= 0.797 af Outflow = 10.31 cfs @ 12.07 hrs, Volume= 0.797 af, Atten= 0%, Lag= 0.0 min Primary = 10.31 cfs @ 12.07 hrs, Volume= 0.797 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.72' @ 12.07 hrs Flood Elev= 121.21' Device Routing Invert Outlet Devices #1 Primary 114.91'24.0" Round Culvert L= 78.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.91' / 114.50' S= 0.0053 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=9.93 cfs @ 12.07 hrs HW=116.67' (Free Discharge) 1=Culvert (Barrel Controls 9.93 cfs @ 4.51 fps) Pond 12P: WQU-P1 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.414 ac Peak Elev=116.72' 24.0" Round Culvert n=0.013 L=78.0' S=0.0053 '/' 10.31 cfs10.31 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 321HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 13P: CB-P18 Inflow Area = 0.014 ac,100.00% Impervious, Inflow Depth = 7.44" for 100-Year event Inflow = 0.10 cfs @ 12.07 hrs, Volume= 0.009 af Outflow = 0.10 cfs @ 12.07 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Primary = 0.10 cfs @ 12.07 hrs, Volume= 0.009 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.89' @ 12.07 hrs Flood Elev= 120.00' Device Routing Invert Outlet Devices #1 Primary 117.70'12.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.70' / 117.57' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.10 cfs @ 12.07 hrs HW=117.89' (Free Discharge) 1=Culvert (Barrel Controls 0.10 cfs @ 1.50 fps) Pond 13P: CB-P18 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.014 ac Peak Elev=117.89' 12.0" Round Culvert n=0.013 L=25.0' S=0.0052 '/' 0.10 cfs0.10 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 322HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 14P: CB-P17 Inflow Area = 0.083 ac,100.00% Impervious, Inflow Depth = 7.44" for 100-Year event Inflow = 0.63 cfs @ 12.07 hrs, Volume= 0.052 af Outflow = 0.63 cfs @ 12.07 hrs, Volume= 0.052 af, Atten= 0%, Lag= 0.0 min Primary = 0.63 cfs @ 12.07 hrs, Volume= 0.052 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.69' @ 12.07 hrs Flood Elev= 120.50' Device Routing Invert Outlet Devices #1 Primary 118.20'12.0" Round Culvert L= 39.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.20' / 118.00' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.61 cfs @ 12.07 hrs HW=118.68' (Free Discharge) 1=Culvert (Barrel Controls 0.61 cfs @ 2.40 fps) Pond 14P: CB-P17 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Inflow Area=0.083 ac Peak Elev=118.69' 12.0" Round Culvert n=0.013 L=39.0' S=0.0051 '/' 0.63 cfs0.63 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 323HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 20P: CB-P15 Inflow Area = 0.443 ac, 91.08% Impervious, Inflow Depth = 7.08" for 100-Year event Inflow = 3.32 cfs @ 12.07 hrs, Volume= 0.261 af Outflow = 3.32 cfs @ 12.07 hrs, Volume= 0.261 af, Atten= 0%, Lag= 0.0 min Primary = 3.32 cfs @ 12.07 hrs, Volume= 0.261 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.84' @ 12.07 hrs Flood Elev= 121.40' Device Routing Invert Outlet Devices #1 Primary 119.10'12.0" Round Culvert L= 57.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 119.10' / 118.82' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=3.19 cfs @ 12.07 hrs HW=120.77' (Free Discharge) 1=Culvert (Barrel Controls 3.19 cfs @ 4.07 fps) Pond 20P: CB-P15 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)3 2 1 0 Inflow Area=0.443 ac Peak Elev=120.84' 12.0" Round Culvert n=0.013 L=57.0' S=0.0049 '/' 3.32 cfs3.32 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 324HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 23P: CB-P4 Inflow Area = 0.232 ac, 85.26% Impervious, Inflow Depth = 6.96" for 100-Year event Inflow = 1.73 cfs @ 12.07 hrs, Volume= 0.135 af Outflow = 1.73 cfs @ 12.07 hrs, Volume= 0.135 af, Atten= 0%, Lag= 0.0 min Primary = 1.73 cfs @ 12.07 hrs, Volume= 0.135 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.97' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.63' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.66 cfs @ 12.07 hrs HW=117.95' (Free Discharge) 1=Culvert (Barrel Controls 1.66 cfs @ 3.17 fps) Pond 23P: CB-P4 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.232 ac Peak Elev=117.97' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 1.73 cfs1.73 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 325HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 24P: CB-P2 Inflow Area = 0.394 ac, 81.70% Impervious, Inflow Depth = 6.85" for 100-Year event Inflow = 2.91 cfs @ 12.07 hrs, Volume= 0.225 af Outflow = 2.91 cfs @ 12.07 hrs, Volume= 0.225 af, Atten= 0%, Lag= 0.0 min Primary = 2.91 cfs @ 12.07 hrs, Volume= 0.225 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.66' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.63' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.80 cfs @ 12.07 hrs HW=118.59' (Free Discharge) 1=Culvert (Barrel Controls 2.80 cfs @ 3.57 fps) Pond 24P: CB-P2 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)3 2 1 0 Inflow Area=0.394 ac Peak Elev=118.66' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 2.91 cfs2.91 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 326HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 25P: CB-P8 Inflow Area = 0.357 ac, 90.42% Impervious, Inflow Depth = 7.08" for 100-Year event Inflow = 2.67 cfs @ 12.07 hrs, Volume= 0.211 af Outflow = 2.67 cfs @ 12.07 hrs, Volume= 0.211 af, Atten= 0%, Lag= 0.0 min Primary = 2.67 cfs @ 12.07 hrs, Volume= 0.211 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.19' @ 12.07 hrs Flood Elev= 120.20' Device Routing Invert Outlet Devices #1 Primary 117.90'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.90' / 117.43' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.57 cfs @ 12.07 hrs HW=119.14' (Free Discharge) 1=Culvert (Inlet Controls 2.57 cfs @ 3.28 fps) Pond 25P: CB-P8 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Inflow Area=0.357 ac Peak Elev=119.19' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 2.67 cfs2.67 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 327HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 26P: CB-P6 Inflow Area = 0.232 ac, 85.29% Impervious, Inflow Depth = 6.96" for 100-Year event Inflow = 1.73 cfs @ 12.07 hrs, Volume= 0.135 af Outflow = 1.73 cfs @ 12.07 hrs, Volume= 0.135 af, Atten= 0%, Lag= 0.0 min Primary = 1.73 cfs @ 12.07 hrs, Volume= 0.135 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.97' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 94.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.63' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.66 cfs @ 12.07 hrs HW=117.95' (Free Discharge) 1=Culvert (Barrel Controls 1.66 cfs @ 3.17 fps) Pond 26P: CB-P6 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.232 ac Peak Elev=117.97' 12.0" Round Culvert n=0.013 L=94.0' S=0.0050 '/' 1.73 cfs1.73 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 328HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 31P: Infiltration Basin 2 [79] Warning: Submerged Pond 32P Primary device # 1 OUTLET by 0.22' [81] Warning: Exceeded Pond 59P by 0.08' @ 12.25 hrs Inflow Area = 3.865 ac, 81.83% Impervious, Inflow Depth = 3.51" for 100-Year event Inflow = 13.79 cfs @ 12.08 hrs, Volume= 1.132 af Outflow = 9.20 cfs @ 12.18 hrs, Volume= 1.073 af, Atten= 33%, Lag= 6.2 min Discarded = 0.22 cfs @ 12.18 hrs, Volume= 0.268 af Primary = 3.73 cfs @ 12.18 hrs, Volume= 0.618 af Secondary = 5.24 cfs @ 12.18 hrs, Volume= 0.187 af Tertiary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.06' @ 12.18 hrs Surf.Area= 5,672 sf Storage= 12,435 cf Flood Elev= 116.25' Surf.Area= 8,253 sf Storage= 25,875 cf Plug-Flow detention time= 115.0 min calculated for 1.071 af (95% of inflow) Center-of-Mass det. time= 86.1 min ( 851.6 - 765.5 ) Volume Invert Avail.Storage Storage Description #1 111.00' 25,875 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 111.00 2,679 243.0 0 0 2,679 112.00 3,513 291.0 3,087 3,087 4,736 112.50 3,957 300.0 1,866 4,953 5,184 113.00 4,478 334.0 2,107 7,060 6,907 114.00 5,597 381.0 5,027 12,088 9,605 115.00 6,884 428.0 6,229 18,317 12,658 116.00 8,253 437.0 7,558 25,875 13,413 Device Routing Invert Outlet Devices #1 Discarded 111.00'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #2 Secondary 113.00'24.0" Round Culvert L= 36.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.00' / 112.00' S= 0.0278 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #3 Primary 112.00'12.0" Round Culvert L= 35.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 112.00' / 111.00' S= 0.0286 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #4 Device 3 115.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 3 112.50'18.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 #6 Tertiary 116.00'8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 329HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=0.22 cfs @ 12.18 hrs HW=114.06' (Free Discharge) 1=Exfiltration ( Controls 0.22 cfs) Primary OutFlow Max=3.72 cfs @ 12.18 hrs HW=114.06' (Free Discharge) 3=Culvert (Inlet Controls 3.72 cfs @ 4.74 fps) 4=Orifice/Grate ( Controls 0.00 cfs) 5=Orifice/Grate (Passes 3.72 cfs of 7.35 cfs potential flow) Secondary OutFlow Max=5.19 cfs @ 12.18 hrs HW=114.06' (Free Discharge) 2=Culvert (Inlet Controls 5.19 cfs @ 3.09 fps) Tertiary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 31P: Infiltration Basin 2 Inflow Outflow Discarded Primary Secondary Tertiary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)14 12 10 8 6 4 2 0 Inflow Area=3.865 ac Peak Elev=114.06' Storage=12,435 cf 13.79 cfs 9.20 cfs 0.22 cfs 3.73 cfs 5.24 cfs 0.00 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 330HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 32P: WQU-P2 [79] Warning: Submerged Pond 33P Primary device # 1 OUTLET by 0.25' [79] Warning: Submerged Pond 34P Primary device # 1 INLET by 0.93' Inflow Area = 1.584 ac, 73.77% Impervious, Inflow Depth = 6.54" for 100-Year event Inflow = 11.32 cfs @ 12.07 hrs, Volume= 0.863 af Outflow = 11.32 cfs @ 12.07 hrs, Volume= 0.863 af, Atten= 0%, Lag= 0.0 min Primary = 11.32 cfs @ 12.07 hrs, Volume= 0.863 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.05' @ 12.07 hrs Flood Elev= 121.21' Device Routing Invert Outlet Devices #1 Primary 114.06'24.0" Round Culvert L= 38.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.06' / 113.84' S= 0.0058 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=10.90 cfs @ 12.07 hrs HW=116.00' (Free Discharge) 1=Culvert (Barrel Controls 10.90 cfs @ 4.47 fps) Pond 32P: WQU-P2 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.584 ac Peak Elev=116.05' 24.0" Round Culvert n=0.013 L=38.0' S=0.0058 '/' 11.32 cfs11.32 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 331HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 33P: CB-P19 Inflow Area = 0.061 ac,100.00% Impervious, Inflow Depth = 7.44" for 100-Year event Inflow = 0.47 cfs @ 12.07 hrs, Volume= 0.038 af Outflow = 0.47 cfs @ 12.07 hrs, Volume= 0.038 af, Atten= 0%, Lag= 0.0 min Primary = 0.47 cfs @ 12.07 hrs, Volume= 0.038 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.59' @ 12.07 hrs Flood Elev= 119.50' Device Routing Invert Outlet Devices #1 Primary 117.20'12.0" Round Culvert L= 73.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.20' / 115.76' S= 0.0197 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.45 cfs @ 12.07 hrs HW=117.58' (Free Discharge) 1=Culvert (Inlet Controls 0.45 cfs @ 1.65 fps) Pond 33P: CB-P19 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.061 ac Peak Elev=117.59' 12.0" Round Culvert n=0.013 L=73.0' S=0.0197 '/' 0.47 cfs0.47 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 332HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 34P: DMH-P6 [79] Warning: Submerged Pond 35P Primary device # 1 INLET by 1.12' Inflow Area = 1.522 ac, 72.71% Impervious, Inflow Depth = 6.50" for 100-Year event Inflow = 10.86 cfs @ 12.07 hrs, Volume= 0.825 af Outflow = 10.86 cfs @ 12.07 hrs, Volume= 0.825 af, Atten= 0%, Lag= 0.0 min Primary = 10.86 cfs @ 12.07 hrs, Volume= 0.825 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 116.89' @ 12.07 hrs Flood Elev= 120.00' Device Routing Invert Outlet Devices #1 Primary 115.08'24.0" Round Culvert L= 154.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.08' / 114.31' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=10.46 cfs @ 12.07 hrs HW=116.84' (Free Discharge) 1=Culvert (Barrel Controls 10.46 cfs @ 4.74 fps) Pond 34P: DMH-P6 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.522 ac Peak Elev=116.89' 24.0" Round Culvert n=0.013 L=154.0' S=0.0050 '/' 10.86 cfs10.86 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 333HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 35P: DMH-P7 [79] Warning: Submerged Pond 36P Primary device # 1 INLET by 1.04' [79] Warning: Submerged Pond 44P Primary device # 1 OUTLET by 0.16' [79] Warning: Submerged Pond 45P Primary device # 1 OUTLET by 0.15' Inflow Area = 1.184 ac, 79.46% Impervious, Inflow Depth = 6.73" for 100-Year event Inflow = 8.65 cfs @ 12.07 hrs, Volume= 0.664 af Outflow = 8.65 cfs @ 12.07 hrs, Volume= 0.664 af, Atten= 0%, Lag= 0.0 min Primary = 8.65 cfs @ 12.07 hrs, Volume= 0.664 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.32' @ 12.07 hrs Flood Elev= 120.84' Device Routing Invert Outlet Devices #1 Primary 115.74'24.0" Round Culvert L= 111.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 115.74' / 115.18' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=8.33 cfs @ 12.07 hrs HW=117.29' (Free Discharge) 1=Culvert (Barrel Controls 8.33 cfs @ 4.41 fps) Pond 35P: DMH-P7 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=1.184 ac Peak Elev=117.32' 24.0" Round Culvert n=0.013 L=111.0' S=0.0050 '/' 8.65 cfs8.65 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 334HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 36P: DMH-P8 [79] Warning: Submerged Pond 41P Primary device # 1 OUTLET by 0.16' [79] Warning: Submerged Pond 42P Primary device # 1 INLET by 0.61' [79] Warning: Submerged Pond 46P Primary device # 1 INLET by 1.04' Inflow Area = 1.028 ac, 80.23% Impervious, Inflow Depth = 6.75" for 100-Year event Inflow = 7.52 cfs @ 12.07 hrs, Volume= 0.578 af Outflow = 7.52 cfs @ 12.07 hrs, Volume= 0.578 af, Atten= 0%, Lag= 0.0 min Primary = 7.52 cfs @ 12.07 hrs, Volume= 0.578 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.74' @ 12.07 hrs Flood Elev= 120.83' Device Routing Invert Outlet Devices #1 Primary 116.26'24.0" Round Culvert L= 84.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.26' / 115.84' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=7.24 cfs @ 12.07 hrs HW=117.70' (Free Discharge) 1=Culvert (Barrel Controls 7.24 cfs @ 4.18 fps) Pond 36P: DMH-P8 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=1.028 ac Peak Elev=117.74' 24.0" Round Culvert n=0.013 L=84.0' S=0.0050 '/' 7.52 cfs7.52 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 335HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 37P: DMH-P9 [79] Warning: Submerged Pond 39P Primary device # 1 INLET by 0.29' Inflow Area = 0.367 ac, 77.58% Impervious, Inflow Depth = 6.63" for 100-Year event Inflow = 2.65 cfs @ 12.07 hrs, Volume= 0.203 af Outflow = 2.65 cfs @ 12.07 hrs, Volume= 0.203 af, Atten= 0%, Lag= 0.0 min Primary = 2.65 cfs @ 12.07 hrs, Volume= 0.203 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.90' @ 12.07 hrs Flood Elev= 121.25' Device Routing Invert Outlet Devices #1 Primary 117.08'24.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.08' / 116.77' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.55 cfs @ 12.07 hrs HW=117.88' (Free Discharge) 1=Culvert (Barrel Controls 2.55 cfs @ 3.21 fps) Pond 37P: DMH-P9 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Inflow Area=0.367 ac Peak Elev=117.90' 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' 2.65 cfs2.65 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 336HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 38P: CB-P11 Inflow Area = 0.114 ac, 56.34% Impervious, Inflow Depth = 5.90" for 100-Year event Inflow = 0.77 cfs @ 12.07 hrs, Volume= 0.056 af Outflow = 0.77 cfs @ 12.07 hrs, Volume= 0.056 af, Atten= 0%, Lag= 0.0 min Primary = 0.77 cfs @ 12.07 hrs, Volume= 0.056 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.26' @ 12.07 hrs Flood Elev= 121.00' Device Routing Invert Outlet Devices #1 Primary 118.70'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.70' / 118.55' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.74 cfs @ 12.07 hrs HW=119.24' (Free Discharge) 1=Culvert (Barrel Controls 0.74 cfs @ 2.46 fps) Pond 38P: CB-P11 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Inflow Area=0.114 ac Peak Elev=119.26' 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' 0.77 cfs0.77 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 337HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 39P: CB-P1 Inflow Area = 0.253 ac, 87.19% Impervious, Inflow Depth = 6.96" for 100-Year event Inflow = 1.88 cfs @ 12.07 hrs, Volume= 0.147 af Outflow = 1.88 cfs @ 12.07 hrs, Volume= 0.147 af, Atten= 0%, Lag= 0.0 min Primary = 1.88 cfs @ 12.07 hrs, Volume= 0.147 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.53' @ 12.07 hrs Flood Elev= 119.90' Device Routing Invert Outlet Devices #1 Primary 117.60'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.60' / 117.25' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.81 cfs @ 12.07 hrs HW=118.51' (Free Discharge) 1=Culvert (Barrel Controls 1.81 cfs @ 3.18 fps) Pond 39P: CB-P1 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Inflow Area=0.253 ac Peak Elev=118.53' 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' 1.88 cfs1.88 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 338HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 40P: CB-P3 Inflow Area = 0.164 ac, 84.60% Impervious, Inflow Depth = 6.96" for 100-Year event Inflow = 1.22 cfs @ 12.07 hrs, Volume= 0.095 af Outflow = 1.22 cfs @ 12.07 hrs, Volume= 0.095 af, Atten= 0%, Lag= 0.0 min Primary = 1.22 cfs @ 12.07 hrs, Volume= 0.095 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.80' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.75' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.18 cfs @ 12.07 hrs HW=117.79' (Free Discharge) 1=Culvert (Barrel Controls 1.18 cfs @ 2.88 fps) Pond 40P: CB-P3 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.164 ac Peak Elev=117.80' 12.0" Round Culvert n=0.013 L=70.0' S=0.0050 '/' 1.22 cfs1.22 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 339HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 41P: CB-P7 Inflow Area = 0.266 ac, 78.51% Impervious, Inflow Depth = 6.73" for 100-Year event Inflow = 1.94 cfs @ 12.07 hrs, Volume= 0.149 af Outflow = 1.94 cfs @ 12.07 hrs, Volume= 0.149 af, Atten= 0%, Lag= 0.0 min Primary = 1.94 cfs @ 12.07 hrs, Volume= 0.149 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.85' @ 12.07 hrs Flood Elev= 120.20' Device Routing Invert Outlet Devices #1 Primary 117.90'12.0" Round Culvert L= 69.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.90' / 117.55' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.87 cfs @ 12.07 hrs HW=118.83' (Free Discharge) 1=Culvert (Barrel Controls 1.87 cfs @ 3.21 fps) Pond 41P: CB-P7 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Inflow Area=0.266 ac Peak Elev=118.85' 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' 1.94 cfs1.94 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 340HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 42P: CB-P5 Inflow Area = 0.164 ac, 84.40% Impervious, Inflow Depth = 6.85" for 100-Year event Inflow = 1.21 cfs @ 12.07 hrs, Volume= 0.094 af Outflow = 1.21 cfs @ 12.07 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min Primary = 1.21 cfs @ 12.07 hrs, Volume= 0.094 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.80' @ 12.07 hrs Flood Elev= 119.40' Device Routing Invert Outlet Devices #1 Primary 117.10'12.0" Round Culvert L= 69.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.10' / 116.75' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.17 cfs @ 12.07 hrs HW=117.78' (Free Discharge) 1=Culvert (Barrel Controls 1.17 cfs @ 2.89 fps) Pond 42P: CB-P5 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.164 ac Peak Elev=117.80' 12.0" Round Culvert n=0.013 L=69.0' S=0.0051 '/' 1.21 cfs1.21 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 341HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 43P: CB-P20 Inflow Area = 0.338 ac, 49.04% Impervious, Inflow Depth = 5.72" for 100-Year event Inflow = 2.21 cfs @ 12.07 hrs, Volume= 0.161 af Outflow = 2.21 cfs @ 12.07 hrs, Volume= 0.161 af, Atten= 0%, Lag= 0.0 min Primary = 2.21 cfs @ 12.07 hrs, Volume= 0.161 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.24' @ 12.07 hrs Flood Elev= 119.50' Device Routing Invert Outlet Devices #1 Primary 117.20'12.0" Round Culvert L= 26.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.20' / 117.00' S= 0.0077 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.13 cfs @ 12.07 hrs HW=118.21' (Free Discharge) 1=Culvert (Inlet Controls 2.13 cfs @ 2.71 fps) Pond 43P: CB-P20 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)2 1 0 Inflow Area=0.338 ac Peak Elev=118.24' 12.0" Round Culvert n=0.013 L=26.0' S=0.0077 '/' 2.21 cfs2.21 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 342HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 44P: CB-P9 Inflow Area = 0.093 ac, 69.26% Impervious, Inflow Depth = 6.37" for 100-Year event Inflow = 0.66 cfs @ 12.07 hrs, Volume= 0.049 af Outflow = 0.66 cfs @ 12.07 hrs, Volume= 0.049 af, Atten= 0%, Lag= 0.0 min Primary = 0.66 cfs @ 12.07 hrs, Volume= 0.049 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.77' @ 12.07 hrs Flood Elev= 119.60' Device Routing Invert Outlet Devices #1 Primary 117.30'12.0" Round Culvert L= 15.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.30' / 117.14' S= 0.0107 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.63 cfs @ 12.07 hrs HW=117.76' (Free Discharge) 1=Culvert (Barrel Controls 0.63 cfs @ 2.63 fps) Pond 44P: CB-P9 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Inflow Area=0.093 ac Peak Elev=117.77' 12.0" Round Culvert n=0.013 L=15.0' S=0.0107 '/' 0.66 cfs0.66 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 343HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 45P: CB-P10 Inflow Area = 0.064 ac, 81.97% Impervious, Inflow Depth = 6.85" for 100-Year event Inflow = 0.47 cfs @ 12.07 hrs, Volume= 0.036 af Outflow = 0.47 cfs @ 12.07 hrs, Volume= 0.036 af, Atten= 0%, Lag= 0.0 min Primary = 0.47 cfs @ 12.07 hrs, Volume= 0.036 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.72' @ 12.07 hrs Flood Elev= 119.60' Device Routing Invert Outlet Devices #1 Primary 117.30'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.30' / 117.15' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.45 cfs @ 12.07 hrs HW=117.71' (Free Discharge) 1=Culvert (Barrel Controls 0.45 cfs @ 2.19 fps) Pond 45P: CB-P10 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.064 ac Peak Elev=117.72' 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' 0.47 cfs0.47 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 344HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 46P: DMH-P10 [79] Warning: Submerged Pond 37P Primary device # 1 INLET by 0.66' [79] Warning: Submerged Pond 40P Primary device # 1 INLET by 0.64' Inflow Area = 0.598 ac, 79.85% Impervious, Inflow Depth = 6.73" for 100-Year event Inflow = 4.36 cfs @ 12.07 hrs, Volume= 0.336 af Outflow = 4.36 cfs @ 12.07 hrs, Volume= 0.336 af, Atten= 0%, Lag= 0.0 min Primary = 4.36 cfs @ 12.07 hrs, Volume= 0.336 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.76' @ 12.07 hrs Flood Elev= 120.80' Device Routing Invert Outlet Devices #1 Primary 116.67'24.0" Round Culvert L= 62.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.67' / 116.36' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=4.20 cfs @ 12.07 hrs HW=117.73' (Free Discharge) 1=Culvert (Barrel Controls 4.20 cfs @ 3.60 fps) Pond 46P: DMH-P10 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)4 3 2 1 0 Inflow Area=0.598 ac Peak Elev=117.76' 24.0" Round Culvert n=0.013 L=62.0' S=0.0050 '/' 4.36 cfs4.36 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 345HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 47P: CB-P21 Inflow Area = 0.067 ac, 80.63% Impervious, Inflow Depth = 6.73" for 100-Year event Inflow = 0.49 cfs @ 12.07 hrs, Volume= 0.037 af Outflow = 0.49 cfs @ 12.07 hrs, Volume= 0.037 af, Atten= 0%, Lag= 0.0 min Primary = 0.49 cfs @ 12.07 hrs, Volume= 0.037 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.68' @ 12.07 hrs Flood Elev= 120.55' Device Routing Invert Outlet Devices #1 Primary 118.25'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 118.25' / 118.10' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.47 cfs @ 12.07 hrs HW=118.67' (Free Discharge) 1=Culvert (Barrel Controls 0.47 cfs @ 2.21 fps) Pond 47P: CB-P21 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.067 ac Peak Elev=118.68' 12.0" Round Culvert n=0.013 L=30.0' S=0.0050 '/' 0.49 cfs0.49 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 346HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 59P: Infiltration Basin 1 [79] Warning: Submerged Pond 73P Primary device # 1 OUTLET by 0.69' Inflow Area = 1.849 ac, 84.49% Impervious, Inflow Depth = 6.92" for 100-Year event Inflow = 13.61 cfs @ 12.07 hrs, Volume= 1.066 af Outflow = 11.78 cfs @ 12.12 hrs, Volume= 1.032 af, Atten= 13%, Lag= 2.9 min Discarded = 0.12 cfs @ 12.12 hrs, Volume= 0.151 af Primary = 0.08 cfs @ 12.12 hrs, Volume= 0.001 af Secondary = 11.58 cfs @ 12.12 hrs, Volume= 0.881 af Tertiary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.20' @ 12.12 hrs Surf.Area= 3,458 sf Storage= 6,075 cf Flood Elev= 116.25' Surf.Area= 5,683 sf Storage= 14,270 cf Plug-Flow detention time= 74.3 min calculated for 1.030 af (97% of inflow) Center-of-Mass det. time= 55.3 min ( 814.7 - 759.4 ) Volume Invert Avail.Storage Storage Description #1 111.00' 14,270 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 111.00 531 259.0 0 0 531 112.00 1,350 285.0 909 909 1,689 112.50 1,784 294.4 781 1,690 2,146 113.00 2,233 304.0 1,002 2,692 2,627 114.00 3,237 335.0 2,720 5,412 4,235 115.00 4,427 388.0 3,817 9,228 7,306 116.00 5,683 445.0 5,042 14,270 11,107 Device Routing Invert Outlet Devices #1 Discarded 111.00'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #2 Primary 114.00'12.0" Round Culvert X 2.00 L= 73.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 114.00' / 114.00' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #3 Secondary 113.00'24.0" Round Culvert L= 20.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.00' / 112.75' S= 0.0125 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #4 Secondary 113.00'24.0" Round Culvert L= 20.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 113.00' / 112.75' S= 0.0125 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #5 Tertiary 116.00'8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 347HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=0.12 cfs @ 12.12 hrs HW=114.18' (Free Discharge) 1=Exfiltration ( Controls 0.12 cfs) Primary OutFlow Max=0.06 cfs @ 12.12 hrs HW=114.18' (Free Discharge) 2=Culvert (Barrel Controls 0.06 cfs @ 0.50 fps) Secondary OutFlow Max=11.30 cfs @ 12.12 hrs HW=114.18' (Free Discharge) 3=Culvert (Barrel Controls 5.65 cfs @ 4.21 fps) 4=Culvert (Barrel Controls 5.65 cfs @ 4.21 fps) Tertiary OutFlow Max=0.00 cfs @ 0.50 hrs HW=111.00' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 59P: Infiltration Basin 1 Inflow Outflow Discarded Primary Secondary Tertiary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)14 12 10 8 6 4 2 0 Inflow Area=1.849 ac Peak Elev=114.20' Storage=6,075 cf 13.61 cfs 11.78 cfs 0.12 cfs0.08 cfs 11.58 cfs 0.00 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 348HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 61P: DMH-P11 [58] Hint: Peaked 3.77' above defined flood level [81] Warning: Exceeded Pond 31P by 5.94' @ 12.05 hrs [79] Warning: Submerged Pond 69P Primary device # 1 INLET by 6.47' Inflow Area = 7.051 ac, 78.65% Impervious, Inflow Depth = 3.92" for 100-Year event Inflow = 25.17 cfs @ 12.06 hrs, Volume= 2.300 af Outflow = 25.17 cfs @ 12.06 hrs, Volume= 2.300 af, Atten= 0%, Lag= 0.0 min Primary = 25.17 cfs @ 12.06 hrs, Volume= 2.300 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.77' @ 12.06 hrs Flood Elev= 116.00' Device Routing Invert Outlet Devices #1 Primary 110.13'18.0" Round Culvert L= 103.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 110.13' / 108.58' S= 0.0150 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=24.55 cfs @ 12.06 hrs HW=119.32' (Free Discharge) 1=Culvert (Barrel Controls 24.55 cfs @ 13.89 fps) Pond 61P: DMH-P11 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)25 20 15 10 5 0 Inflow Area=7.051 ac Peak Elev=119.77' 18.0" Round Culvert n=0.013 L=103.0' S=0.0150 '/' 25.17 cfs25.17 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 349HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 67P: DMH-P13 [79] Warning: Submerged Pond 9P Primary device # 1 INLET by 0.83' Inflow Area = 0.908 ac, 97.03% Impervious, Inflow Depth = 7.33" for 100-Year event Inflow = 5.36 cfs @ 12.07 hrs, Volume= 0.555 af Outflow = 5.36 cfs @ 12.07 hrs, Volume= 0.555 af, Atten= 0%, Lag= 0.0 min Primary = 5.36 cfs @ 12.07 hrs, Volume= 0.555 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.51' @ 12.07 hrs Flood Elev= 122.40' Device Routing Invert Outlet Devices #1 Primary 116.35'24.0" Round Culvert L= 131.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.35' / 115.67' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=5.21 cfs @ 12.07 hrs HW=117.49' (Free Discharge) 1=Culvert (Barrel Controls 5.21 cfs @ 4.06 fps) Pond 67P: DMH-P13 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)6 5 4 3 2 1 0 Inflow Area=0.908 ac Peak Elev=117.51' 24.0" Round Culvert n=0.013 L=131.0' S=0.0052 '/' 5.36 cfs5.36 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 350HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 68P: DMH-3 (Exist.) [81] Warning: Exceeded Pond 67P by 2.82' @ 12.05 hrs Inflow Area = 0.908 ac, 97.03% Impervious, Inflow Depth = 7.33" for 100-Year event Inflow = 5.36 cfs @ 12.07 hrs, Volume= 0.555 af Outflow = 5.36 cfs @ 12.07 hrs, Volume= 0.555 af, Atten= 0%, Lag= 0.0 min Primary = 5.36 cfs @ 12.07 hrs, Volume= 0.555 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 120.51' @ 12.07 hrs Flood Elev= 120.66' Device Routing Invert Outlet Devices #1 Primary 115.18'12.0" Round Culvert L= 191.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 114.97' / 115.18' S= -0.0011 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=5.21 cfs @ 12.07 hrs HW=120.28' (Free Discharge) 1=Culvert (Barrel Controls 5.21 cfs @ 6.63 fps) Pond 68P: DMH-3 (Exist.) Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)6 5 4 3 2 1 0 Inflow Area=0.908 ac Peak Elev=120.51' 12.0" Round Culvert n=0.012 L=191.0' S=-0.0011 '/' 5.36 cfs5.36 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 351HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 69P: DMH-1 [57] Hint: Peaked at 123.18' (Flood elevation advised) Inflow Area = 3.185 ac, 74.79% Impervious, Inflow Depth = 6.34" for 100-Year event Inflow = 21.82 cfs @ 12.06 hrs, Volume= 1.683 af Outflow = 21.82 cfs @ 12.06 hrs, Volume= 1.683 af, Atten= 0%, Lag= 0.0 min Primary = 21.82 cfs @ 12.06 hrs, Volume= 1.683 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 123.18' @ 12.06 hrs Device Routing Invert Outlet Devices #1 Primary 113.19'18.0" Round Culvert L= 237.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.19' / 110.13' S= 0.0129 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=21.29 cfs @ 12.06 hrs HW=122.66' (Free Discharge) 1=Culvert (Barrel Controls 21.29 cfs @ 12.05 fps) Pond 69P: DMH-1 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=3.185 ac Peak Elev=123.18' 18.0" Round Culvert n=0.012 L=237.0' S=0.0129 '/' 21.82 cfs21.82 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 352HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 71P: BioRetention Basin 1 [81] Warning: Exceeded Pond 72P by 0.90' @ 12.20 hrs [79] Warning: Submerged Pond 74P Primary device # 1 INLET by 0.17' Inflow Area = 1.607 ac, 90.18% Impervious, Inflow Depth = 7.08" for 100-Year event Inflow = 12.01 cfs @ 12.07 hrs, Volume= 0.948 af Outflow = 6.63 cfs @ 12.19 hrs, Volume= 0.904 af, Atten= 45%, Lag= 7.4 min Discarded = 0.16 cfs @ 12.19 hrs, Volume= 0.236 af Primary = 6.47 cfs @ 12.19 hrs, Volume= 0.668 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.17' @ 12.19 hrs Surf.Area= 4,606 sf Storage= 8,865 cf Flood Elev= 119.00' Surf.Area= 5,657 sf Storage= 13,097 cf Plug-Flow detention time= 107.1 min calculated for 0.902 af (95% of inflow) Center-of-Mass det. time= 80.6 min ( 836.8 - 756.2 ) Volume Invert Avail.Storage Storage Description #1 113.99' 16,065 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 113.99 2,649 270.0 0.0 0 0 2,649 114.00 2,649 270.0 20.0 5 5 2,652 115.99 2,649 270.0 20.0 1,054 1,060 3,189 116.00 2,649 270.0 100.0 26 1,086 3,192 117.00 3,490 290.0 100.0 3,060 4,146 4,126 118.00 4,399 310.0 100.0 3,936 8,082 5,127 119.00 5,657 371.0 100.0 5,015 13,097 8,450 119.50 6,221 381.0 100.0 2,968 16,065 9,077 Device Routing Invert Outlet Devices #1 Primary 116.50'12.0" Round Culvert X 2.00 L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 116.50' / 116.25' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2 Device 1 117.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Discarded 113.99'1.020 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 108.00' #4 Secondary 119.50'135.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 353HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.16 cfs @ 12.19 hrs HW=118.17' (Free Discharge) 3=Exfiltration ( Controls 0.16 cfs) Primary OutFlow Max=6.46 cfs @ 12.19 hrs HW=118.17' (Free Discharge) 1=Culvert (Inlet Controls 6.46 cfs @ 4.11 fps) 2=Orifice/Grate (Passes 6.46 cfs of 20.84 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=113.99' (Free Discharge) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 71P: BioRetention Basin 1 Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.607 ac Peak Elev=118.17' Storage=8,865 cf 12.01 cfs 6.63 cfs 0.16 cfs 6.47 cfs 0.00 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 354HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 72P: DMH-P2 Inflow Area = 0.097 ac,100.00% Impervious, Inflow Depth = 7.44" for 100-Year event Inflow = 0.73 cfs @ 12.07 hrs, Volume= 0.060 af Outflow = 0.73 cfs @ 12.07 hrs, Volume= 0.060 af, Atten= 0%, Lag= 0.0 min Primary = 0.73 cfs @ 12.07 hrs, Volume= 0.060 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 117.39' @ 12.07 hrs Flood Elev= 120.40' Device Routing Invert Outlet Devices #1 Primary 117.00'24.0" Round Culvert L= 82.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.00' / 116.00' S= 0.0122 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.71 cfs @ 12.07 hrs HW=117.39' (Free Discharge) 1=Culvert (Inlet Controls 0.71 cfs @ 1.67 fps) Pond 72P: DMH-P2 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Inflow Area=0.097 ac Peak Elev=117.39' 24.0" Round Culvert n=0.013 L=82.0' S=0.0122 '/' 0.73 cfs0.73 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 355HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 73P: WQU-P4 Inflow Area = 0.136 ac,100.00% Impervious, Inflow Depth = 7.44" for 100-Year event Inflow = 1.03 cfs @ 12.07 hrs, Volume= 0.084 af Outflow = 1.03 cfs @ 12.07 hrs, Volume= 0.084 af, Atten= 0%, Lag= 0.0 min Primary = 1.03 cfs @ 12.07 hrs, Volume= 0.084 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 114.97' @ 12.07 hrs Flood Elev= 119.36' Device Routing Invert Outlet Devices #1 Primary 114.50'24.0" Round Culvert L= 28.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 114.50' / 113.50' S= 0.0357 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.99 cfs @ 12.07 hrs HW=114.96' (Free Discharge) 1=Culvert (Inlet Controls 0.99 cfs @ 1.82 fps) Pond 73P: WQU-P4 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.136 ac Peak Elev=114.97' 24.0" Round Culvert n=0.013 L=28.0' S=0.0357 '/' 1.03 cfs1.03 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 356HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 74P: DMH-P1A [79] Warning: Submerged Pond 3P Primary device # 1 INLET by 0.77' [79] Warning: Submerged Pond 20P Primary device # 1 INLET by 0.37' Inflow Area = 1.062 ac, 88.64% Impervious, Inflow Depth = 7.01" for 100-Year event Inflow = 7.92 cfs @ 12.07 hrs, Volume= 0.620 af Outflow = 7.92 cfs @ 12.07 hrs, Volume= 0.620 af, Atten= 0%, Lag= 0.0 min Primary = 7.92 cfs @ 12.07 hrs, Volume= 0.620 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 119.50' @ 12.07 hrs Flood Elev= 122.30' Device Routing Invert Outlet Devices #1 Primary 118.00'24.0" Round Culvert L= 110.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 118.00' / 117.50' S= 0.0045 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=7.63 cfs @ 12.07 hrs HW=119.46' (Free Discharge) 1=Culvert (Barrel Controls 7.63 cfs @ 4.33 fps) Pond 74P: DMH-P1A Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=1.062 ac Peak Elev=119.50' 24.0" Round Culvert n=0.013 L=110.0' S=0.0045 '/' 7.92 cfs7.92 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 357HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 75P: CB-P22 Inflow Area = 0.199 ac, 43.65% Impervious, Inflow Depth = 5.56" for 100-Year event Inflow = 1.28 cfs @ 12.07 hrs, Volume= 0.092 af Outflow = 1.28 cfs @ 12.07 hrs, Volume= 0.092 af, Atten= 0%, Lag= 0.0 min Primary = 1.28 cfs @ 12.07 hrs, Volume= 0.092 af Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs Peak Elev= 118.39' @ 12.07 hrs Flood Elev= 120.00' Device Routing Invert Outlet Devices #1 Primary 117.70'12.0" Round Culvert L= 125.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 117.70' / 115.20' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.23 cfs @ 12.07 hrs HW=118.37' (Free Discharge) 1=Culvert (Inlet Controls 1.23 cfs @ 2.20 fps) Pond 75P: CB-P22 Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)1 0 Inflow Area=0.199 ac Peak Elev=118.39' 12.0" Round Culvert n=0.013 L=125.0' S=0.0200 '/' 1.28 cfs1.28 cfs Post-Development Conditions Type III 24-hr 100-Year Rainfall=7.68"Proposed Drainage (5-2-17) Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 358HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Link 70L: Existing Atwood Rd. Drainage Inflow Area = 3.185 ac, 74.79% Impervious, Inflow Depth = 6.34" for 100-Year event Inflow = 21.82 cfs @ 12.06 hrs, Volume= 1.683 af Primary = 21.82 cfs @ 12.06 hrs, Volume= 1.683 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.50-30.00 hrs, dt= 0.05 hrs 100-Year Primary Outflow Imported from J:\H\H1363\Atwood North\Data\Drainage\Existing Drainage Atwood Rd Drain Link 70L: Existing Atwood Rd. Drainage Inflow Primary Hydrograph Time (hours) 30282624222018161412108642Flow (cfs)24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=3.185 ac 100-Year Primary Outflow Imported from J:\H\H1363\Atwood North\Data\Drainage\Existing Drainage Atwood Rd Drainage~Pond 1P.hce Area= 2.277 ac 65.92% Imperv. 21.82 cfs21.82 cfs 15S Area 15 16S Area 16 17S Area 17 18S Area 18 19S Area 19 20S Area 20 21S Area 21 22S Area 22 23S Area 23 1P DMH1 CB-ACB CBA CB-BCB CBB CB1CB CB1 CB2CB CB2 CB3CB CB3 CB4CB CB4 CB6CB CB6 CB7CB CB-7 DMH2CB DMH2 DMH3CB DMH3 DMH4CB DMH4 DMH5CB DMH5 STC-450iCB STC 450i Drainage Diagram for Existing Drainage Atwood Rd DrainagePrepared by Tighe & Bond, Inc., Printed 5/15/2017 HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcat Reach Pond Link Post-Development Conditions Atwood Drive Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 2HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.776 69 50-75% Grass cover, Fair, HSG B (15S, 16S, 17S, 18S, 19S, 20S, 21S, 22S, 23S) 1.501 98 Paved parking, HSG B (15S, 16S, 17S, 18S, 19S, 20S, 21S, 22S, 23S) 2.277 88 TOTAL AREA Post-Development Conditions Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 3HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.185 ac 70.27% Impervious Runoff Depth>1.84"Subcatchment 15S: Area 15 Flow Length=41' Tc=2.1 min CN=89 Runoff=0.46 cfs 0.028 af Runoff Area=0.199 ac 81.91% Impervious Runoff Depth>2.19"Subcatchment 16S: Area 16 Flow Length=77' Tc=3.0 min CN=93 Runoff=0.57 cfs 0.036 af Runoff Area=0.237 ac 71.73% Impervious Runoff Depth>1.93"Subcatchment 17S: Area 17 Flow Length=58' Tc=5.2 min CN=90 Runoff=0.56 cfs 0.038 af Runoff Area=0.324 ac 83.33% Impervious Runoff Depth>2.19"Subcatchment 18S: Area 18 Flow Length=329' Tc=4.8 min CN=93 Runoff=0.87 cfs 0.059 af Runoff Area=0.281 ac 59.79% Impervious Runoff Depth>1.61"Subcatchment 19S: Area 19 Flow Length=291' Tc=4.3 min CN=86 Runoff=0.59 cfs 0.038 af Runoff Area=0.264 ac 61.74% Impervious Runoff Depth>1.68"Subcatchment 20S: Area 20 Flow Length=295' Tc=3.5 min CN=87 Runoff=0.60 cfs 0.037 af Runoff Area=0.231 ac 59.74% Impervious Runoff Depth>1.61"Subcatchment 21S: Area 21 Flow Length=304' Tc=3.6 min CN=86 Runoff=0.50 cfs 0.031 af Runoff Area=0.238 ac 58.40% Impervious Runoff Depth>1.61"Subcatchment 22S: Area 22 Flow Length=253' Tc=3.6 min CN=86 Runoff=0.51 cfs 0.032 af Runoff Area=0.318 ac 50.31% Impervious Runoff Depth>1.46"Subcatchment 23S: Area 23 Flow Length=258' Tc=3.7 min CN=84 Runoff=0.62 cfs 0.039 af Inflow=5.24 cfs 0.338 afPond 1P: DMH1 Primary=5.24 cfs 0.338 af Peak Elev=121.75' Inflow=0.46 cfs 0.028 afPond CB-A: CBA 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' Outflow=0.46 cfs 0.028 af Peak Elev=121.65' Inflow=1.03 cfs 0.065 afPond CB-B: CBB 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' Outflow=1.03 cfs 0.065 af Peak Elev=114.28' Inflow=0.51 cfs 0.032 afPond CB1: CB1 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' Outflow=0.51 cfs 0.032 af Peak Elev=114.67' Inflow=0.62 cfs 0.039 afPond CB2: CB2 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' Outflow=0.62 cfs 0.039 af Peak Elev=116.25' Inflow=0.50 cfs 0.031 afPond CB3: CB3 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' Outflow=0.50 cfs 0.031 af Peak Elev=117.27' Inflow=0.60 cfs 0.037 afPond CB4: CB4 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' Outflow=0.60 cfs 0.037 af Post-Development Conditions Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 4HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=119.63' Inflow=0.87 cfs 0.059 afPond CB6: CB6 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' Outflow=0.87 cfs 0.059 af Peak Elev=119.54' Inflow=0.59 cfs 0.038 afPond CB7: CB-7 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' Outflow=0.59 cfs 0.038 af Peak Elev=116.18' Inflow=4.10 cfs 0.268 afPond DMH2: DMH2 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' Outflow=4.10 cfs 0.268 af Peak Elev=117.44' Inflow=3.01 cfs 0.200 afPond DMH3: DMH3 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' Outflow=3.01 cfs 0.200 af Peak Elev=118.32' Inflow=3.01 cfs 0.200 afPond DMH4: DMH4 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' Outflow=3.01 cfs 0.200 af Peak Elev=120.06' Inflow=1.57 cfs 0.103 afPond DMH5: DMH5 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' Outflow=1.57 cfs 0.103 af Peak Elev=120.76' Inflow=1.57 cfs 0.103 afPond STC-450i: STC 450i 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' Outflow=1.57 cfs 0.103 af Total Runoff Area = 2.277 ac Runoff Volume = 0.338 af Average Runoff Depth = 1.78" 34.08% Pervious = 0.776 ac 65.92% Impervious = 1.501 ac Post-Development Conditions Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 5HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: Area 15 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.46 cfs @ 12.04 hrs, Volume= 0.028 af, Depth> 1.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (ac) CN Description 0.130 98 Paved parking, HSG B 0.055 69 50-75% Grass cover, Fair, HSG B 0.185 89 Weighted Average 0.055 29.73% Pervious Area 0.130 70.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 14 0.0440 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.6 27 0.0100 0.78 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 2.1 41 Total Subcatchment 15S: Area 15 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=0.185 ac Runoff Volume=0.028 af Runoff Depth>1.84" Flow Length=41' Tc=2.1 min CN=89 0.46 cfs Post-Development Conditions Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 6HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: Area 16 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.57 cfs @ 12.05 hrs, Volume= 0.036 af, Depth> 2.19" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (ac) CN Description 0.163 98 Paved parking, HSG B 0.036 69 50-75% Grass cover, Fair, HSG B 0.199 93 Weighted Average 0.036 18.09% Pervious Area 0.163 81.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 10 0.0220 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.2 54 0.0060 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3 13 0.0160 0.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 3.0 77 Total Subcatchment 16S: Area 16 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=0.199 ac Runoff Volume=0.036 af Runoff Depth>2.19" Flow Length=77' Tc=3.0 min CN=93 0.57 cfs Post-Development Conditions Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 7HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: Area 17 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.56 cfs @ 12.08 hrs, Volume= 0.038 af, Depth> 1.93" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (ac) CN Description 0.170 98 Paved parking, HSG B 0.067 69 50-75% Grass cover, Fair, HSG B 0.237 90 Weighted Average 0.067 28.27% Pervious Area 0.170 71.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 44 0.0230 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.3 14 0.0180 0.87 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 5.2 58 Total Subcatchment 17S: Area 17 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=0.237 ac Runoff Volume=0.038 af Runoff Depth>1.93" Flow Length=58' Tc=5.2 min CN=90 0.56 cfs Post-Development Conditions Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 8HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Area 18 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.87 cfs @ 12.07 hrs, Volume= 0.059 af, Depth> 2.19" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (ac) CN Description 0.270 98 Paved parking, HSG B 0.054 69 50-75% Grass cover, Fair, HSG B 0.324 93 Weighted Average 0.054 16.67% Pervious Area 0.270 83.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 116 0.0070 0.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 16 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.5 197 0.0133 1.31 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.8 329 Total Subcatchment 18S: Area 18 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=0.324 ac Runoff Volume=0.059 af Runoff Depth>2.19" Flow Length=329' Tc=4.8 min CN=93 0.87 cfs Post-Development Conditions Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 9HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: Area 19 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.59 cfs @ 12.07 hrs, Volume= 0.038 af, Depth> 1.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (ac) CN Description 0.168 98 Paved parking, HSG B 0.113 69 50-75% Grass cover, Fair, HSG B 0.281 86 Weighted Average 0.113 40.21% Pervious Area 0.168 59.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 119 0.0070 0.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 19 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 153 0.0170 1.37 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.3 291 Total Subcatchment 19S: Area 19 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=0.281 ac Runoff Volume=0.038 af Runoff Depth>1.61" Flow Length=291' Tc=4.3 min CN=86 0.59 cfs Post-Development Conditions Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 10HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Area 20 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.60 cfs @ 12.06 hrs, Volume= 0.037 af, Depth> 1.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (ac) CN Description 0.163 98 Paved parking, HSG B 0.101 69 50-75% Grass cover, Fair, HSG B 0.264 87 Weighted Average 0.101 38.26% Pervious Area 0.163 61.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 100 0.0120 1.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 63 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5 132 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.5 295 Total Subcatchment 20S: Area 20 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=0.264 ac Runoff Volume=0.037 af Runoff Depth>1.68" Flow Length=295' Tc=3.5 min CN=87 0.60 cfs Post-Development Conditions Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 11HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: Area 21 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.50 cfs @ 12.06 hrs, Volume= 0.031 af, Depth> 1.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (ac) CN Description 0.138 98 Paved parking, HSG B 0.093 69 50-75% Grass cover, Fair, HSG B 0.231 86 Weighted Average 0.093 40.26% Pervious Area 0.138 59.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 107 0.0090 0.99 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.4 147 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4 50 0.0130 2.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6 304 Total Subcatchment 21S: Area 21 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=0.231 ac Runoff Volume=0.031 af Runoff Depth>1.61" Flow Length=304' Tc=3.6 min CN=86 0.50 cfs Post-Development Conditions Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 12HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 22S: Area 22 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.51 cfs @ 12.06 hrs, Volume= 0.032 af, Depth> 1.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (ac) CN Description 0.139 98 Paved parking, HSG B 0.099 69 50-75% Grass cover, Fair, HSG B 0.238 86 Weighted Average 0.099 41.60% Pervious Area 0.139 58.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 100 0.0050 0.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 47 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 106 0.0090 1.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6 253 Total Subcatchment 22S: Area 22 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=0.238 ac Runoff Volume=0.032 af Runoff Depth>1.61" Flow Length=253' Tc=3.6 min CN=86 0.51 cfs Post-Development Conditions Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 13HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: Area 23 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.62 cfs @ 12.06 hrs, Volume= 0.039 af, Depth> 1.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.07" Area (ac) CN Description 0.160 98 Paved parking, HSG B 0.158 69 50-75% Grass cover, Fair, HSG B 0.318 84 Weighted Average 0.158 49.69% Pervious Area 0.160 50.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 100 0.0050 0.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6 53 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 105 0.0090 1.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.7 258 Total Subcatchment 23S: Area 23 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 2-Year Rainfall=3.07" Runoff Area=0.318 ac Runoff Volume=0.039 af Runoff Depth>1.46" Flow Length=258' Tc=3.7 min CN=84 0.62 cfs Post-Development Conditions Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 14HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 1P: DMH1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.277 ac, 65.92% Impervious, Inflow Depth > 1.78" for 2-Year event Inflow = 5.24 cfs @ 12.06 hrs, Volume= 0.338 af Primary = 5.24 cfs @ 12.06 hrs, Volume= 0.338 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Pond 1P: DMH1 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=2.277 ac 5.24 cfs5.24 cfs Post-Development Conditions Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 15HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-A: CBA Inflow Area = 0.185 ac, 70.27% Impervious, Inflow Depth > 1.84" for 2-Year event Inflow = 0.46 cfs @ 12.04 hrs, Volume= 0.028 af Outflow = 0.46 cfs @ 12.04 hrs, Volume= 0.028 af, Atten= 0%, Lag= 0.0 min Primary = 0.46 cfs @ 12.04 hrs, Volume= 0.028 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 121.75' @ 12.08 hrs Flood Elev= 124.74' Device Routing Invert Outlet Devices #1 Primary 121.04'8.0" Round Culvert L= 86.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 121.04' / 120.94' S= 0.0012 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.29 cfs @ 12.04 hrs HW=121.70' TW=121.62' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.29 cfs @ 1.04 fps) Pond CB-A: CBA Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.185 ac Peak Elev=121.75' 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' 0.46 cfs0.46 cfs Post-Development Conditions Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 16HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-B: CBB Inflow Area = 0.384 ac, 76.30% Impervious, Inflow Depth > 2.03" for 2-Year event Inflow = 1.03 cfs @ 12.04 hrs, Volume= 0.065 af Outflow = 1.03 cfs @ 12.04 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.0 min Primary = 1.03 cfs @ 12.04 hrs, Volume= 0.065 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 121.65' @ 12.04 hrs Flood Elev= 124.79' Device Routing Invert Outlet Devices #1 Primary 120.94'8.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.94' / 120.40' S= 0.0072 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.01 cfs @ 12.04 hrs HW=121.63' TW=120.75' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.01 cfs @ 3.45 fps) Pond CB-B: CBB Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.384 ac Peak Elev=121.65' 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' 1.03 cfs1.03 cfs Post-Development Conditions Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 17HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB1: CB1 Inflow Area = 0.238 ac, 58.40% Impervious, Inflow Depth > 1.61" for 2-Year event Inflow = 0.51 cfs @ 12.06 hrs, Volume= 0.032 af Outflow = 0.51 cfs @ 12.06 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.0 min Primary = 0.51 cfs @ 12.06 hrs, Volume= 0.032 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 114.28' @ 12.06 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 113.94'10.0" Round Culvert L= 25.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.94' / 113.41' S= 0.0212 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.50 cfs @ 12.06 hrs HW=114.27' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.50 cfs @ 2.46 fps) Pond CB1: CB1 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.238 ac Peak Elev=114.28' 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' 0.51 cfs0.51 cfs Post-Development Conditions Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 18HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB2: CB2 Inflow Area = 0.318 ac, 50.31% Impervious, Inflow Depth > 1.46" for 2-Year event Inflow = 0.62 cfs @ 12.06 hrs, Volume= 0.039 af Outflow = 0.62 cfs @ 12.06 hrs, Volume= 0.039 af, Atten= 0%, Lag= 0.0 min Primary = 0.62 cfs @ 12.06 hrs, Volume= 0.039 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 114.67' @ 12.06 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 114.29'10.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 114.29' / 113.34' S= 0.0127 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.60 cfs @ 12.06 hrs HW=114.67' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.60 cfs @ 3.70 fps) Pond CB2: CB2 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.6 0.5 0.4 0.3 0.2 0.1 0 Inflow Area=0.318 ac Peak Elev=114.67' 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' 0.62 cfs0.62 cfs Post-Development Conditions Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 19HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB3: CB3 Inflow Area = 0.231 ac, 59.74% Impervious, Inflow Depth > 1.61" for 2-Year event Inflow = 0.50 cfs @ 12.06 hrs, Volume= 0.031 af Outflow = 0.50 cfs @ 12.06 hrs, Volume= 0.031 af, Atten= 0%, Lag= 0.0 min Primary = 0.50 cfs @ 12.06 hrs, Volume= 0.031 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 116.25' @ 12.10 hrs Flood Elev= 119.33' Device Routing Invert Outlet Devices #1 Primary 115.74'10.0" Round Culvert L= 13.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.74' / 115.35' S= 0.0300 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.17 cfs @ 12.06 hrs HW=116.18' TW=116.16' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.17 cfs @ 0.85 fps) Pond CB3: CB3 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.231 ac Peak Elev=116.25' 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' 0.50 cfs0.50 cfs Post-Development Conditions Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 20HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB4: CB4 Inflow Area = 0.264 ac, 61.74% Impervious, Inflow Depth > 1.68" for 2-Year event Inflow = 0.60 cfs @ 12.06 hrs, Volume= 0.037 af Outflow = 0.60 cfs @ 12.06 hrs, Volume= 0.037 af, Atten= 0%, Lag= 0.0 min Primary = 0.60 cfs @ 12.06 hrs, Volume= 0.037 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 117.27' @ 12.06 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 116.90'10.0" Round Culvert L= 22.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.90' / 115.18' S= 0.0782 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.58 cfs @ 12.06 hrs HW=117.26' TW=116.17' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.58 cfs @ 2.56 fps) Pond CB4: CB4 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.264 ac Peak Elev=117.27' 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' 0.60 cfs0.60 cfs Post-Development Conditions Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 21HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB6: CB6 Inflow Area = 0.324 ac, 83.33% Impervious, Inflow Depth > 2.19" for 2-Year event Inflow = 0.87 cfs @ 12.07 hrs, Volume= 0.059 af Outflow = 0.87 cfs @ 12.07 hrs, Volume= 0.059 af, Atten= 0%, Lag= 0.0 min Primary = 0.87 cfs @ 12.07 hrs, Volume= 0.059 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 119.63' @ 12.07 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 32.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.75' S= 0.0759 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.84 cfs @ 12.07 hrs HW=119.62' TW=118.23' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.84 cfs @ 2.83 fps) Pond CB6: CB6 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Inflow Area=0.324 ac Peak Elev=119.63' 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' 0.87 cfs0.87 cfs Post-Development Conditions Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 22HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB7: CB-7 Inflow Area = 0.281 ac, 59.79% Impervious, Inflow Depth > 1.61" for 2-Year event Inflow = 0.59 cfs @ 12.07 hrs, Volume= 0.038 af Outflow = 0.59 cfs @ 12.07 hrs, Volume= 0.038 af, Atten= 0%, Lag= 0.0 min Primary = 0.59 cfs @ 12.07 hrs, Volume= 0.038 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 119.54' @ 12.07 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 40.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.77' S= 0.0603 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.57 cfs @ 12.07 hrs HW=119.54' TW=118.24' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.57 cfs @ 2.54 fps) Pond CB7: CB-7 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.281 ac Peak Elev=119.54' 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' 0.59 cfs0.59 cfs Post-Development Conditions Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 23HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH2: DMH2 [80] Warning: Exceeded Pond CB3 by 0.01' @ 12.05 hrs (0.09 cfs 0.000 af) Inflow Area = 1.721 ac, 69.84% Impervious, Inflow Depth > 1.87" for 2-Year event Inflow = 4.10 cfs @ 12.06 hrs, Volume= 0.268 af Outflow = 4.10 cfs @ 12.06 hrs, Volume= 0.268 af, Atten= 0%, Lag= 0.0 min Primary = 4.10 cfs @ 12.06 hrs, Volume= 0.268 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 116.18' @ 12.06 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 115.10'15.0" Round Culvert L= 259.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.10' / 113.35' S= 0.0068 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=4.00 cfs @ 12.06 hrs HW=116.16' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 4.00 cfs @ 4.85 fps) Pond DMH2: DMH2 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=1.721 ac Peak Elev=116.18' 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' 4.10 cfs4.10 cfs Post-Development Conditions Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 24HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH3: DMH3 Inflow Area = 1.226 ac, 73.49% Impervious, Inflow Depth > 1.95" for 2-Year event Inflow = 3.01 cfs @ 12.06 hrs, Volume= 0.200 af Outflow = 3.01 cfs @ 12.06 hrs, Volume= 0.200 af, Atten= 0%, Lag= 0.0 min Primary = 3.01 cfs @ 12.06 hrs, Volume= 0.200 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 117.44' @ 12.07 hrs Flood Elev= 120.66' Device Routing Invert Outlet Devices #1 Primary 116.28'12.0" Round Culvert L= 187.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.28' / 115.20' S= 0.0058 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=2.84 cfs @ 12.06 hrs HW=117.41' TW=116.16' (Dynamic Tailwater) 1=Culvert (Outlet Controls 2.84 cfs @ 3.99 fps) Pond DMH3: DMH3 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=1.226 ac Peak Elev=117.44' 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' 3.01 cfs3.01 cfs Post-Development Conditions Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 25HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH4: DMH4 Inflow Area = 1.226 ac, 73.49% Impervious, Inflow Depth > 1.95" for 2-Year event Inflow = 3.01 cfs @ 12.06 hrs, Volume= 0.200 af Outflow = 3.01 cfs @ 12.06 hrs, Volume= 0.200 af, Atten= 0%, Lag= 0.0 min Primary = 3.01 cfs @ 12.06 hrs, Volume= 0.200 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 118.32' @ 12.06 hrs Flood Elev= 121.82' Device Routing Invert Outlet Devices #1 Primary 116.70'12.0" Round Culvert L= 106.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.70' / 116.38' S= 0.0030 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=2.89 cfs @ 12.06 hrs HW=118.26' TW=117.41' (Dynamic Tailwater) 1=Culvert (Outlet Controls 2.89 cfs @ 3.68 fps) Pond DMH4: DMH4 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=1.226 ac Peak Elev=118.32' 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' 3.01 cfs3.01 cfs Post-Development Conditions Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 26HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH5: DMH5 Inflow Area = 0.621 ac, 74.56% Impervious, Inflow Depth > 1.99" for 2-Year event Inflow = 1.57 cfs @ 12.05 hrs, Volume= 0.103 af Outflow = 1.57 cfs @ 12.05 hrs, Volume= 0.103 af, Atten= 0%, Lag= 0.0 min Primary = 1.57 cfs @ 12.05 hrs, Volume= 0.103 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 120.06' @ 12.07 hrs Flood Elev= 124.52' Device Routing Invert Outlet Devices #1 Primary 119.37'10.0" Round Culvert L= 212.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.37' / 116.78' S= 0.0122 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.37 cfs @ 12.05 hrs HW=120.05' TW=118.28' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.37 cfs @ 3.92 fps) Pond DMH5: DMH5 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.621 ac Peak Elev=120.06' 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' 1.57 cfs1.57 cfs Post-Development Conditions Atwood Drive Type III 24-hr 2-Year Rainfall=3.07"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 27HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond STC-450i: STC 450i Inflow Area = 0.621 ac, 74.56% Impervious, Inflow Depth > 1.99" for 2-Year event Inflow = 1.57 cfs @ 12.05 hrs, Volume= 0.103 af Outflow = 1.57 cfs @ 12.05 hrs, Volume= 0.103 af, Atten= 0%, Lag= 0.0 min Primary = 1.57 cfs @ 12.05 hrs, Volume= 0.103 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 120.76' @ 12.06 hrs Flood Elev= 124.75' Device Routing Invert Outlet Devices #1 Primary 120.05'10.0" Round Culvert L= 56.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.05' / 119.44' S= 0.0109 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.47 cfs @ 12.05 hrs HW=120.76' TW=120.05' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.47 cfs @ 4.03 fps) Pond STC-450i: STC 450i Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.621 ac Peak Elev=120.76' 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' 1.57 cfs1.57 cfs Post-Development Conditions Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 28HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.185 ac 70.27% Impervious Runoff Depth>3.08"Subcatchment 15S: Area 15 Flow Length=41' Tc=2.1 min CN=89 Runoff=0.76 cfs 0.048 af Runoff Area=0.199 ac 81.91% Impervious Runoff Depth>3.49"Subcatchment 16S: Area 16 Flow Length=77' Tc=3.0 min CN=93 Runoff=0.88 cfs 0.058 af Runoff Area=0.237 ac 71.73% Impervious Runoff Depth>3.18"Subcatchment 17S: Area 17 Flow Length=58' Tc=5.2 min CN=90 Runoff=0.90 cfs 0.063 af Runoff Area=0.324 ac 83.33% Impervious Runoff Depth>3.49"Subcatchment 18S: Area 18 Flow Length=329' Tc=4.8 min CN=93 Runoff=1.34 cfs 0.094 af Runoff Area=0.281 ac 59.79% Impervious Runoff Depth>2.80"Subcatchment 19S: Area 19 Flow Length=291' Tc=4.3 min CN=86 Runoff=1.01 cfs 0.065 af Runoff Area=0.264 ac 61.74% Impervious Runoff Depth>2.89"Subcatchment 20S: Area 20 Flow Length=295' Tc=3.5 min CN=87 Runoff=1.00 cfs 0.064 af Runoff Area=0.231 ac 59.74% Impervious Runoff Depth>2.80"Subcatchment 21S: Area 21 Flow Length=304' Tc=3.6 min CN=86 Runoff=0.85 cfs 0.054 af Runoff Area=0.238 ac 58.40% Impervious Runoff Depth>2.80"Subcatchment 22S: Area 22 Flow Length=253' Tc=3.6 min CN=86 Runoff=0.88 cfs 0.055 af Runoff Area=0.318 ac 50.31% Impervious Runoff Depth>2.62"Subcatchment 23S: Area 23 Flow Length=258' Tc=3.7 min CN=84 Runoff=1.10 cfs 0.069 af Inflow=8.66 cfs 0.570 afPond 1P: DMH1 Primary=8.66 cfs 0.570 af Peak Elev=123.31' Inflow=0.76 cfs 0.048 afPond CB-A: CBA 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' Outflow=0.76 cfs 0.048 af Peak Elev=123.27' Inflow=1.63 cfs 0.105 afPond CB-B: CBB 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' Outflow=1.63 cfs 0.105 af Peak Elev=114.40' Inflow=0.88 cfs 0.055 afPond CB1: CB1 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' Outflow=0.88 cfs 0.055 af Peak Elev=114.82' Inflow=1.10 cfs 0.069 afPond CB2: CB2 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' Outflow=1.10 cfs 0.069 af Peak Elev=117.55' Inflow=0.85 cfs 0.054 afPond CB3: CB3 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' Outflow=0.85 cfs 0.054 af Peak Elev=117.64' Inflow=1.00 cfs 0.064 afPond CB4: CB4 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' Outflow=1.00 cfs 0.064 af Post-Development Conditions Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 29HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=121.91' Inflow=1.34 cfs 0.094 afPond CB6: CB6 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' Outflow=1.34 cfs 0.094 af Peak Elev=121.87' Inflow=1.01 cfs 0.065 afPond CB7: CB-7 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' Outflow=1.01 cfs 0.065 af Peak Elev=117.51' Inflow=6.68 cfs 0.445 afPond DMH2: DMH2 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' Outflow=6.68 cfs 0.445 af Peak Elev=120.47' Inflow=4.83 cfs 0.328 afPond DMH3: DMH3 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' Outflow=4.83 cfs 0.328 af Peak Elev=121.82' Inflow=4.83 cfs 0.328 afPond DMH4: DMH4 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' Outflow=4.83 cfs 0.328 af Peak Elev=122.78' Inflow=2.50 cfs 0.168 afPond DMH5: DMH5 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' Outflow=2.50 cfs 0.168 af Peak Elev=123.03' Inflow=2.50 cfs 0.168 afPond STC-450i: STC 450i 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' Outflow=2.50 cfs 0.168 af Total Runoff Area = 2.277 ac Runoff Volume = 0.570 af Average Runoff Depth = 3.00" 34.08% Pervious = 0.776 ac 65.92% Impervious = 1.501 ac Post-Development Conditions Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 30HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: Area 15 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.76 cfs @ 12.04 hrs, Volume= 0.048 af, Depth> 3.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (ac) CN Description 0.130 98 Paved parking, HSG B 0.055 69 50-75% Grass cover, Fair, HSG B 0.185 89 Weighted Average 0.055 29.73% Pervious Area 0.130 70.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 14 0.0440 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.6 27 0.0100 0.78 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 2.1 41 Total Subcatchment 15S: Area 15 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=0.185 ac Runoff Volume=0.048 af Runoff Depth>3.08" Flow Length=41' Tc=2.1 min CN=89 0.76 cfs Post-Development Conditions Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 31HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: Area 16 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.88 cfs @ 12.05 hrs, Volume= 0.058 af, Depth> 3.49" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (ac) CN Description 0.163 98 Paved parking, HSG B 0.036 69 50-75% Grass cover, Fair, HSG B 0.199 93 Weighted Average 0.036 18.09% Pervious Area 0.163 81.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 10 0.0220 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.2 54 0.0060 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3 13 0.0160 0.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 3.0 77 Total Subcatchment 16S: Area 16 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=0.199 ac Runoff Volume=0.058 af Runoff Depth>3.49" Flow Length=77' Tc=3.0 min CN=93 0.88 cfs Post-Development Conditions Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 32HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: Area 17 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.90 cfs @ 12.08 hrs, Volume= 0.063 af, Depth> 3.18" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (ac) CN Description 0.170 98 Paved parking, HSG B 0.067 69 50-75% Grass cover, Fair, HSG B 0.237 90 Weighted Average 0.067 28.27% Pervious Area 0.170 71.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 44 0.0230 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.3 14 0.0180 0.87 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 5.2 58 Total Subcatchment 17S: Area 17 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=0.237 ac Runoff Volume=0.063 af Runoff Depth>3.18" Flow Length=58' Tc=5.2 min CN=90 0.90 cfs Post-Development Conditions Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 33HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Area 18 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.34 cfs @ 12.07 hrs, Volume= 0.094 af, Depth> 3.49" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (ac) CN Description 0.270 98 Paved parking, HSG B 0.054 69 50-75% Grass cover, Fair, HSG B 0.324 93 Weighted Average 0.054 16.67% Pervious Area 0.270 83.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 116 0.0070 0.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 16 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.5 197 0.0133 1.31 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.8 329 Total Subcatchment 18S: Area 18 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=0.324 ac Runoff Volume=0.094 af Runoff Depth>3.49" Flow Length=329' Tc=4.8 min CN=93 1.34 cfs Post-Development Conditions Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 34HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: Area 19 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.01 cfs @ 12.06 hrs, Volume= 0.065 af, Depth> 2.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (ac) CN Description 0.168 98 Paved parking, HSG B 0.113 69 50-75% Grass cover, Fair, HSG B 0.281 86 Weighted Average 0.113 40.21% Pervious Area 0.168 59.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 119 0.0070 0.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 19 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 153 0.0170 1.37 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.3 291 Total Subcatchment 19S: Area 19 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=0.281 ac Runoff Volume=0.065 af Runoff Depth>2.80" Flow Length=291' Tc=4.3 min CN=86 1.01 cfs Post-Development Conditions Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 35HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Area 20 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.00 cfs @ 12.05 hrs, Volume= 0.064 af, Depth> 2.89" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (ac) CN Description 0.163 98 Paved parking, HSG B 0.101 69 50-75% Grass cover, Fair, HSG B 0.264 87 Weighted Average 0.101 38.26% Pervious Area 0.163 61.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 100 0.0120 1.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 63 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5 132 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.5 295 Total Subcatchment 20S: Area 20 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=0.264 ac Runoff Volume=0.064 af Runoff Depth>2.89" Flow Length=295' Tc=3.5 min CN=87 1.00 cfs Post-Development Conditions Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 36HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: Area 21 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.85 cfs @ 12.06 hrs, Volume= 0.054 af, Depth> 2.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (ac) CN Description 0.138 98 Paved parking, HSG B 0.093 69 50-75% Grass cover, Fair, HSG B 0.231 86 Weighted Average 0.093 40.26% Pervious Area 0.138 59.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 107 0.0090 0.99 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.4 147 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4 50 0.0130 2.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6 304 Total Subcatchment 21S: Area 21 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=0.231 ac Runoff Volume=0.054 af Runoff Depth>2.80" Flow Length=304' Tc=3.6 min CN=86 0.85 cfs Post-Development Conditions Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 37HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 22S: Area 22 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.88 cfs @ 12.06 hrs, Volume= 0.055 af, Depth> 2.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (ac) CN Description 0.139 98 Paved parking, HSG B 0.099 69 50-75% Grass cover, Fair, HSG B 0.238 86 Weighted Average 0.099 41.60% Pervious Area 0.139 58.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 100 0.0050 0.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 47 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 106 0.0090 1.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6 253 Total Subcatchment 22S: Area 22 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=0.238 ac Runoff Volume=0.055 af Runoff Depth>2.80" Flow Length=253' Tc=3.6 min CN=86 0.88 cfs Post-Development Conditions Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 38HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: Area 23 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.10 cfs @ 12.06 hrs, Volume= 0.069 af, Depth> 2.62" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.47" Area (ac) CN Description 0.160 98 Paved parking, HSG B 0.158 69 50-75% Grass cover, Fair, HSG B 0.318 84 Weighted Average 0.158 49.69% Pervious Area 0.160 50.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 100 0.0050 0.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6 53 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 105 0.0090 1.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.7 258 Total Subcatchment 23S: Area 23 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 10-Year Rainfall=4.47" Runoff Area=0.318 ac Runoff Volume=0.069 af Runoff Depth>2.62" Flow Length=258' Tc=3.7 min CN=84 1.10 cfs Post-Development Conditions Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 39HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 1P: DMH1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.277 ac, 65.92% Impervious, Inflow Depth > 3.00" for 10-Year event Inflow = 8.66 cfs @ 12.06 hrs, Volume= 0.570 af Primary = 8.66 cfs @ 12.06 hrs, Volume= 0.570 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Pond 1P: DMH1 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=2.277 ac 8.66 cfs8.66 cfs Post-Development Conditions Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 40HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-A: CBA Inflow Area = 0.185 ac, 70.27% Impervious, Inflow Depth > 3.08" for 10-Year event Inflow = 0.76 cfs @ 12.04 hrs, Volume= 0.048 af Outflow = 0.76 cfs @ 12.04 hrs, Volume= 0.048 af, Atten= 0%, Lag= 0.0 min Primary = 0.76 cfs @ 12.04 hrs, Volume= 0.048 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 123.31' @ 12.28 hrs Flood Elev= 124.74' Device Routing Invert Outlet Devices #1 Primary 121.04'8.0" Round Culvert L= 86.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 121.04' / 120.94' S= 0.0012 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=122.38' TW=122.52' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB-A: CBA Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Inflow Area=0.185 ac Peak Elev=123.31' 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' 0.76 cfs0.76 cfs Post-Development Conditions Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 41HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-B: CBB [80] Warning: Exceeded Pond CB-A by 0.52' @ 12.20 hrs (0.89 cfs 0.011 af) Inflow Area = 0.384 ac, 76.30% Impervious, Inflow Depth > 3.29" for 10-Year event Inflow = 1.63 cfs @ 12.04 hrs, Volume= 0.105 af Outflow = 1.63 cfs @ 12.04 hrs, Volume= 0.105 af, Atten= 0%, Lag= 0.0 min Primary = 1.63 cfs @ 12.04 hrs, Volume= 0.105 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 123.27' @ 12.23 hrs Flood Elev= 124.79' Device Routing Invert Outlet Devices #1 Primary 120.94'8.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.94' / 120.40' S= 0.0072 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.50 cfs @ 12.04 hrs HW=122.57' TW=121.23' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.50 cfs @ 4.31 fps) Pond CB-B: CBB Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.384 ac Peak Elev=123.27' 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' 1.63 cfs1.63 cfs Post-Development Conditions Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 42HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB1: CB1 Inflow Area = 0.238 ac, 58.40% Impervious, Inflow Depth > 2.80" for 10-Year event Inflow = 0.88 cfs @ 12.06 hrs, Volume= 0.055 af Outflow = 0.88 cfs @ 12.06 hrs, Volume= 0.055 af, Atten= 0%, Lag= 0.0 min Primary = 0.88 cfs @ 12.06 hrs, Volume= 0.055 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 114.40' @ 12.06 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 113.94'10.0" Round Culvert L= 25.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.94' / 113.41' S= 0.0212 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.86 cfs @ 12.06 hrs HW=114.39' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.86 cfs @ 2.86 fps) Pond CB1: CB1 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Inflow Area=0.238 ac Peak Elev=114.40' 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' 0.88 cfs0.88 cfs Post-Development Conditions Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 43HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB2: CB2 Inflow Area = 0.318 ac, 50.31% Impervious, Inflow Depth > 2.62" for 10-Year event Inflow = 1.10 cfs @ 12.06 hrs, Volume= 0.069 af Outflow = 1.10 cfs @ 12.06 hrs, Volume= 0.069 af, Atten= 0%, Lag= 0.0 min Primary = 1.10 cfs @ 12.06 hrs, Volume= 0.069 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 114.82' @ 12.06 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 114.29'10.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 114.29' / 113.34' S= 0.0127 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.07 cfs @ 12.06 hrs HW=114.82' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.07 cfs @ 4.23 fps) Pond CB2: CB2 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.318 ac Peak Elev=114.82' 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' 1.10 cfs1.10 cfs Post-Development Conditions Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 44HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB3: CB3 Inflow Area = 0.231 ac, 59.74% Impervious, Inflow Depth > 2.80" for 10-Year event Inflow = 0.85 cfs @ 12.06 hrs, Volume= 0.054 af Outflow = 0.85 cfs @ 12.06 hrs, Volume= 0.054 af, Atten= 0%, Lag= 0.0 min Primary = 0.85 cfs @ 12.06 hrs, Volume= 0.054 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 117.55' @ 12.10 hrs Flood Elev= 119.33' Device Routing Invert Outlet Devices #1 Primary 115.74'10.0" Round Culvert L= 13.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.74' / 115.35' S= 0.0300 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.06 hrs HW=116.60' TW=117.42' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB3: CB3 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Inflow Area=0.231 ac Peak Elev=117.55' 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' 0.85 cfs0.85 cfs Post-Development Conditions Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 45HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB4: CB4 Inflow Area = 0.264 ac, 61.74% Impervious, Inflow Depth > 2.89" for 10-Year event Inflow = 1.00 cfs @ 12.05 hrs, Volume= 0.064 af Outflow = 1.00 cfs @ 12.05 hrs, Volume= 0.064 af, Atten= 0%, Lag= 0.0 min Primary = 1.00 cfs @ 12.05 hrs, Volume= 0.064 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 117.64' @ 12.09 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 116.90'10.0" Round Culvert L= 22.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.90' / 115.18' S= 0.0782 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=117.41' TW=117.44' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB4: CB4 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.264 ac Peak Elev=117.64' 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' 1.00 cfs1.00 cfs Post-Development Conditions Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 46HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB6: CB6 Inflow Area = 0.324 ac, 83.33% Impervious, Inflow Depth > 3.49" for 10-Year event Inflow = 1.34 cfs @ 12.07 hrs, Volume= 0.094 af Outflow = 1.34 cfs @ 12.07 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min Primary = 1.34 cfs @ 12.07 hrs, Volume= 0.094 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 121.91' @ 12.16 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 32.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.75' S= 0.0759 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.07 hrs HW=120.15' TW=121.07' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB6: CB6 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.324 ac Peak Elev=121.91' 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' 1.34 cfs1.34 cfs Post-Development Conditions Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 47HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB7: CB-7 Inflow Area = 0.281 ac, 59.79% Impervious, Inflow Depth > 2.80" for 10-Year event Inflow = 1.01 cfs @ 12.06 hrs, Volume= 0.065 af Outflow = 1.01 cfs @ 12.06 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.0 min Primary = 1.01 cfs @ 12.06 hrs, Volume= 0.065 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 121.87' @ 12.16 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 40.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.77' S= 0.0603 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.06 hrs HW=119.97' TW=120.96' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB7: CB-7 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.281 ac Peak Elev=121.87' 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' 1.01 cfs1.01 cfs Post-Development Conditions Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 48HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH2: DMH2 [80] Warning: Exceeded Pond CB3 by 1.01' @ 12.05 hrs (3.31 cfs 0.017 af) [80] Warning: Exceeded Pond CB4 by 0.10' @ 12.05 hrs (0.56 cfs 0.002 af) Inflow Area = 1.721 ac, 69.84% Impervious, Inflow Depth > 3.11" for 10-Year event Inflow = 6.68 cfs @ 12.06 hrs, Volume= 0.445 af Outflow = 6.68 cfs @ 12.06 hrs, Volume= 0.445 af, Atten= 0%, Lag= 0.0 min Primary = 6.68 cfs @ 12.06 hrs, Volume= 0.445 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 117.51' @ 12.06 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 115.10'15.0" Round Culvert L= 259.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.10' / 113.35' S= 0.0068 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=6.53 cfs @ 12.06 hrs HW=117.39' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 6.53 cfs @ 5.32 fps) Pond DMH2: DMH2 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=1.721 ac Peak Elev=117.51' 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' 6.68 cfs6.68 cfs Post-Development Conditions Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 49HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH3: DMH3 Inflow Area = 1.226 ac, 73.49% Impervious, Inflow Depth > 3.21" for 10-Year event Inflow = 4.83 cfs @ 12.06 hrs, Volume= 0.328 af Outflow = 4.83 cfs @ 12.06 hrs, Volume= 0.328 af, Atten= 0%, Lag= 0.0 min Primary = 4.83 cfs @ 12.06 hrs, Volume= 0.328 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 120.47' @ 12.08 hrs Flood Elev= 120.66' Device Routing Invert Outlet Devices #1 Primary 116.28'12.0" Round Culvert L= 187.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.28' / 115.20' S= 0.0058 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=4.12 cfs @ 12.06 hrs HW=120.03' TW=117.38' (Dynamic Tailwater) 1=Culvert (Outlet Controls 4.12 cfs @ 5.25 fps) Pond DMH3: DMH3 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=1.226 ac Peak Elev=120.47' 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' 4.83 cfs4.83 cfs Post-Development Conditions Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 50HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH4: DMH4 [80] Warning: Exceeded Pond CB6 by 0.98' @ 12.10 hrs (2.86 cfs 0.023 af) [80] Warning: Exceeded Pond CB7 by 1.06' @ 12.10 hrs (2.81 cfs 0.023 af) Inflow Area = 1.226 ac, 73.49% Impervious, Inflow Depth > 3.21" for 10-Year event Inflow = 4.83 cfs @ 12.06 hrs, Volume= 0.328 af Outflow = 4.83 cfs @ 12.06 hrs, Volume= 0.328 af, Atten= 0%, Lag= 0.0 min Primary = 4.83 cfs @ 12.06 hrs, Volume= 0.328 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 121.82' @ 12.11 hrs Flood Elev= 121.82' Device Routing Invert Outlet Devices #1 Primary 116.70'12.0" Round Culvert L= 106.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.70' / 116.38' S= 0.0030 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=2.82 cfs @ 12.06 hrs HW=120.83' TW=120.03' (Dynamic Tailwater) 1=Culvert (Outlet Controls 2.82 cfs @ 3.59 fps) Pond DMH4: DMH4 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=1.226 ac Peak Elev=121.82' 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' 4.83 cfs4.83 cfs Post-Development Conditions Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 51HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH5: DMH5 [80] Warning: Exceeded Pond STC-450i by 0.34' @ 12.10 hrs (1.46 cfs 0.011 af) Inflow Area = 0.621 ac, 74.56% Impervious, Inflow Depth > 3.25" for 10-Year event Inflow = 2.50 cfs @ 12.05 hrs, Volume= 0.168 af Outflow = 2.50 cfs @ 12.05 hrs, Volume= 0.168 af, Atten= 0%, Lag= 0.0 min Primary = 2.50 cfs @ 12.05 hrs, Volume= 0.168 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 122.78' @ 12.13 hrs Flood Elev= 124.52' Device Routing Invert Outlet Devices #1 Primary 119.37'10.0" Round Culvert L= 212.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.37' / 116.78' S= 0.0122 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.39 cfs @ 12.05 hrs HW=121.52' TW=120.67' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.39 cfs @ 2.54 fps) Pond DMH5: DMH5 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.621 ac Peak Elev=122.78' 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' 2.50 cfs2.50 cfs Post-Development Conditions Atwood Drive Type III 24-hr 10-Year Rainfall=4.47"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 52HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond STC-450i: STC 450i [80] Warning: Exceeded Pond CB-B by 0.31' @ 12.15 hrs (0.73 cfs 0.004 af) Inflow Area = 0.621 ac, 74.56% Impervious, Inflow Depth > 3.25" for 10-Year event Inflow = 2.50 cfs @ 12.05 hrs, Volume= 0.168 af Outflow = 2.50 cfs @ 12.05 hrs, Volume= 0.168 af, Atten= 0%, Lag= 0.0 min Primary = 2.50 cfs @ 12.05 hrs, Volume= 0.168 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 123.03' @ 12.18 hrs Flood Elev= 124.75' Device Routing Invert Outlet Devices #1 Primary 120.05'10.0" Round Culvert L= 56.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.05' / 119.44' S= 0.0109 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=121.32' TW=121.52' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond STC-450i: STC 450i Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.621 ac Peak Elev=123.03' 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' 2.50 cfs2.50 cfs Post-Development Conditions Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 53HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.185 ac 70.27% Impervious Runoff Depth>4.06"Subcatchment 15S: Area 15 Flow Length=41' Tc=2.1 min CN=89 Runoff=0.98 cfs 0.063 af Runoff Area=0.199 ac 81.91% Impervious Runoff Depth>4.49"Subcatchment 16S: Area 16 Flow Length=77' Tc=3.0 min CN=93 Runoff=1.11 cfs 0.075 af Runoff Area=0.237 ac 71.73% Impervious Runoff Depth>4.16"Subcatchment 17S: Area 17 Flow Length=58' Tc=5.2 min CN=90 Runoff=1.16 cfs 0.082 af Runoff Area=0.324 ac 83.33% Impervious Runoff Depth>4.49"Subcatchment 18S: Area 18 Flow Length=329' Tc=4.8 min CN=93 Runoff=1.70 cfs 0.121 af Runoff Area=0.281 ac 59.79% Impervious Runoff Depth>3.75"Subcatchment 19S: Area 19 Flow Length=291' Tc=4.3 min CN=86 Runoff=1.33 cfs 0.088 af Runoff Area=0.264 ac 61.74% Impervious Runoff Depth>3.85"Subcatchment 20S: Area 20 Flow Length=295' Tc=3.5 min CN=87 Runoff=1.32 cfs 0.085 af Runoff Area=0.231 ac 59.74% Impervious Runoff Depth>3.75"Subcatchment 21S: Area 21 Flow Length=304' Tc=3.6 min CN=86 Runoff=1.13 cfs 0.072 af Runoff Area=0.238 ac 58.40% Impervious Runoff Depth>3.75"Subcatchment 22S: Area 22 Flow Length=253' Tc=3.6 min CN=86 Runoff=1.16 cfs 0.074 af Runoff Area=0.318 ac 50.31% Impervious Runoff Depth>3.55"Subcatchment 23S: Area 23 Flow Length=258' Tc=3.7 min CN=84 Runoff=1.48 cfs 0.094 af Inflow=11.29 cfs 0.753 afPond 1P: DMH1 Primary=11.29 cfs 0.753 af Peak Elev=128.71' Inflow=0.98 cfs 0.063 afPond CB-A: CBA 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' Outflow=0.98 cfs 0.063 af Peak Elev=128.64' Inflow=2.09 cfs 0.137 afPond CB-B: CBB 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' Outflow=2.09 cfs 0.137 af Peak Elev=114.48' Inflow=1.16 cfs 0.074 afPond CB1: CB1 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' Outflow=1.16 cfs 0.074 af Peak Elev=114.93' Inflow=1.48 cfs 0.094 afPond CB2: CB2 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' Outflow=1.48 cfs 0.094 af Peak Elev=119.57' Inflow=1.13 cfs 0.072 afPond CB3: CB3 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' Outflow=1.13 cfs 0.072 af Peak Elev=119.60' Inflow=1.32 cfs 0.085 afPond CB4: CB4 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' Outflow=1.32 cfs 0.085 af Post-Development Conditions Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 54HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=126.70' Inflow=1.70 cfs 0.121 afPond CB6: CB6 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' Outflow=1.70 cfs 0.121 af Peak Elev=126.65' Inflow=1.33 cfs 0.088 afPond CB7: CB-7 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' Outflow=1.33 cfs 0.088 af Peak Elev=119.49' Inflow=8.65 cfs 0.585 afPond DMH2: DMH2 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' Outflow=8.65 cfs 0.585 af Peak Elev=124.34' Inflow=6.21 cfs 0.428 afPond DMH3: DMH3 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' Outflow=6.21 cfs 0.428 af Peak Elev=126.57' Inflow=6.21 cfs 0.428 afPond DMH4: DMH4 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' Outflow=6.21 cfs 0.428 af Peak Elev=127.93' Inflow=3.20 cfs 0.219 afPond DMH5: DMH5 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' Outflow=3.20 cfs 0.219 af Peak Elev=128.29' Inflow=3.20 cfs 0.219 afPond STC-450i: STC 450i 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' Outflow=3.20 cfs 0.219 af Total Runoff Area = 2.277 ac Runoff Volume = 0.753 af Average Runoff Depth = 3.97" 34.08% Pervious = 0.776 ac 65.92% Impervious = 1.501 ac Post-Development Conditions Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 55HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: Area 15 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.98 cfs @ 12.04 hrs, Volume= 0.063 af, Depth> 4.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (ac) CN Description 0.130 98 Paved parking, HSG B 0.055 69 50-75% Grass cover, Fair, HSG B 0.185 89 Weighted Average 0.055 29.73% Pervious Area 0.130 70.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 14 0.0440 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.6 27 0.0100 0.78 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 2.1 41 Total Subcatchment 15S: Area 15 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=0.185 ac Runoff Volume=0.063 af Runoff Depth>4.06" Flow Length=41' Tc=2.1 min CN=89 0.98 cfs Post-Development Conditions Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 56HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: Area 16 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.11 cfs @ 12.05 hrs, Volume= 0.075 af, Depth> 4.49" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (ac) CN Description 0.163 98 Paved parking, HSG B 0.036 69 50-75% Grass cover, Fair, HSG B 0.199 93 Weighted Average 0.036 18.09% Pervious Area 0.163 81.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 10 0.0220 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.2 54 0.0060 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3 13 0.0160 0.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 3.0 77 Total Subcatchment 16S: Area 16 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=0.199 ac Runoff Volume=0.075 af Runoff Depth>4.49" Flow Length=77' Tc=3.0 min CN=93 1.11 cfs Post-Development Conditions Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 57HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: Area 17 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.16 cfs @ 12.08 hrs, Volume= 0.082 af, Depth> 4.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (ac) CN Description 0.170 98 Paved parking, HSG B 0.067 69 50-75% Grass cover, Fair, HSG B 0.237 90 Weighted Average 0.067 28.27% Pervious Area 0.170 71.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 44 0.0230 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.3 14 0.0180 0.87 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 5.2 58 Total Subcatchment 17S: Area 17 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=0.237 ac Runoff Volume=0.082 af Runoff Depth>4.16" Flow Length=58' Tc=5.2 min CN=90 1.16 cfs Post-Development Conditions Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 58HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Area 18 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.70 cfs @ 12.07 hrs, Volume= 0.121 af, Depth> 4.49" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (ac) CN Description 0.270 98 Paved parking, HSG B 0.054 69 50-75% Grass cover, Fair, HSG B 0.324 93 Weighted Average 0.054 16.67% Pervious Area 0.270 83.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 116 0.0070 0.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 16 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.5 197 0.0133 1.31 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.8 329 Total Subcatchment 18S: Area 18 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=0.324 ac Runoff Volume=0.121 af Runoff Depth>4.49" Flow Length=329' Tc=4.8 min CN=93 1.70 cfs Post-Development Conditions Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 59HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: Area 19 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.33 cfs @ 12.06 hrs, Volume= 0.088 af, Depth> 3.75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (ac) CN Description 0.168 98 Paved parking, HSG B 0.113 69 50-75% Grass cover, Fair, HSG B 0.281 86 Weighted Average 0.113 40.21% Pervious Area 0.168 59.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 119 0.0070 0.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 19 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 153 0.0170 1.37 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.3 291 Total Subcatchment 19S: Area 19 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=0.281 ac Runoff Volume=0.088 af Runoff Depth>3.75" Flow Length=291' Tc=4.3 min CN=86 1.33 cfs Post-Development Conditions Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 60HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Area 20 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.32 cfs @ 12.05 hrs, Volume= 0.085 af, Depth> 3.85" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (ac) CN Description 0.163 98 Paved parking, HSG B 0.101 69 50-75% Grass cover, Fair, HSG B 0.264 87 Weighted Average 0.101 38.26% Pervious Area 0.163 61.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 100 0.0120 1.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 63 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5 132 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.5 295 Total Subcatchment 20S: Area 20 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=0.264 ac Runoff Volume=0.085 af Runoff Depth>3.85" Flow Length=295' Tc=3.5 min CN=87 1.32 cfs Post-Development Conditions Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 61HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: Area 21 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.13 cfs @ 12.06 hrs, Volume= 0.072 af, Depth> 3.75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (ac) CN Description 0.138 98 Paved parking, HSG B 0.093 69 50-75% Grass cover, Fair, HSG B 0.231 86 Weighted Average 0.093 40.26% Pervious Area 0.138 59.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 107 0.0090 0.99 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.4 147 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4 50 0.0130 2.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6 304 Total Subcatchment 21S: Area 21 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=0.231 ac Runoff Volume=0.072 af Runoff Depth>3.75" Flow Length=304' Tc=3.6 min CN=86 1.13 cfs Post-Development Conditions Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 62HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 22S: Area 22 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.16 cfs @ 12.06 hrs, Volume= 0.074 af, Depth> 3.75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (ac) CN Description 0.139 98 Paved parking, HSG B 0.099 69 50-75% Grass cover, Fair, HSG B 0.238 86 Weighted Average 0.099 41.60% Pervious Area 0.139 58.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 100 0.0050 0.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 47 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 106 0.0090 1.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6 253 Total Subcatchment 22S: Area 22 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=0.238 ac Runoff Volume=0.074 af Runoff Depth>3.75" Flow Length=253' Tc=3.6 min CN=86 1.16 cfs Post-Development Conditions Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 63HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: Area 23 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.48 cfs @ 12.06 hrs, Volume= 0.094 af, Depth> 3.55" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.54" Area (ac) CN Description 0.160 98 Paved parking, HSG B 0.158 69 50-75% Grass cover, Fair, HSG B 0.318 84 Weighted Average 0.158 49.69% Pervious Area 0.160 50.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 100 0.0050 0.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6 53 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 105 0.0090 1.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.7 258 Total Subcatchment 23S: Area 23 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25-Year Rainfall=5.54" Runoff Area=0.318 ac Runoff Volume=0.094 af Runoff Depth>3.55" Flow Length=258' Tc=3.7 min CN=84 1.48 cfs Post-Development Conditions Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 64HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 1P: DMH1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.277 ac, 65.92% Impervious, Inflow Depth > 3.97" for 25-Year event Inflow = 11.29 cfs @ 12.06 hrs, Volume= 0.753 af Primary = 11.29 cfs @ 12.06 hrs, Volume= 0.753 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Pond 1P: DMH1 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.277 ac 11.29 cfs11.29 cfs Post-Development Conditions Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 65HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-A: CBA [58] Hint: Peaked 3.97' above defined flood level Inflow Area = 0.185 ac, 70.27% Impervious, Inflow Depth > 4.06" for 25-Year event Inflow = 0.98 cfs @ 12.04 hrs, Volume= 0.063 af Outflow = 0.98 cfs @ 12.04 hrs, Volume= 0.063 af, Atten= 0%, Lag= 0.0 min Primary = 0.98 cfs @ 12.04 hrs, Volume= 0.063 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 128.71' @ 12.29 hrs Flood Elev= 124.74' Device Routing Invert Outlet Devices #1 Primary 121.04'8.0" Round Culvert L= 86.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 121.04' / 120.94' S= 0.0012 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=123.20' TW=123.65' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB-A: CBA Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.185 ac Peak Elev=128.71' 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' 0.98 cfs0.98 cfs Post-Development Conditions Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 66HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-B: CBB [58] Hint: Peaked 3.85' above defined flood level [80] Warning: Exceeded Pond CB-A by 1.55' @ 12.15 hrs (1.54 cfs 0.027 af) Inflow Area = 0.384 ac, 76.30% Impervious, Inflow Depth > 4.28" for 25-Year event Inflow = 2.09 cfs @ 12.04 hrs, Volume= 0.137 af Outflow = 2.09 cfs @ 12.04 hrs, Volume= 0.137 af, Atten= 0%, Lag= 0.0 min Primary = 2.09 cfs @ 12.04 hrs, Volume= 0.137 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 128.64' @ 12.24 hrs Flood Elev= 124.79' Device Routing Invert Outlet Devices #1 Primary 120.94'8.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.94' / 120.40' S= 0.0072 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.34 cfs @ 12.04 hrs HW=123.76' TW=122.70' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.34 cfs @ 3.83 fps) Pond CB-B: CBB Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.384 ac Peak Elev=128.64' 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' 2.09 cfs2.09 cfs Post-Development Conditions Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 67HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB1: CB1 Inflow Area = 0.238 ac, 58.40% Impervious, Inflow Depth > 3.75" for 25-Year event Inflow = 1.16 cfs @ 12.06 hrs, Volume= 0.074 af Outflow = 1.16 cfs @ 12.06 hrs, Volume= 0.074 af, Atten= 0%, Lag= 0.0 min Primary = 1.16 cfs @ 12.06 hrs, Volume= 0.074 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 114.48' @ 12.06 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 113.94'10.0" Round Culvert L= 25.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.94' / 113.41' S= 0.0212 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.14 cfs @ 12.06 hrs HW=114.47' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.14 cfs @ 3.10 fps) Pond CB1: CB1 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.238 ac Peak Elev=114.48' 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' 1.16 cfs1.16 cfs Post-Development Conditions Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 68HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB2: CB2 Inflow Area = 0.318 ac, 50.31% Impervious, Inflow Depth > 3.55" for 25-Year event Inflow = 1.48 cfs @ 12.06 hrs, Volume= 0.094 af Outflow = 1.48 cfs @ 12.06 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min Primary = 1.48 cfs @ 12.06 hrs, Volume= 0.094 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 114.93' @ 12.06 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 114.29'10.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 114.29' / 113.34' S= 0.0127 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.44 cfs @ 12.06 hrs HW=114.92' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.44 cfs @ 4.51 fps) Pond CB2: CB2 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.318 ac Peak Elev=114.93' 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' 1.48 cfs1.48 cfs Post-Development Conditions Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 69HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB3: CB3 [58] Hint: Peaked 0.24' above defined flood level Inflow Area = 0.231 ac, 59.74% Impervious, Inflow Depth > 3.75" for 25-Year event Inflow = 1.13 cfs @ 12.06 hrs, Volume= 0.072 af Outflow = 1.13 cfs @ 12.06 hrs, Volume= 0.072 af, Atten= 0%, Lag= 0.0 min Primary = 1.13 cfs @ 12.06 hrs, Volume= 0.072 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 119.57' @ 12.11 hrs Flood Elev= 119.33' Device Routing Invert Outlet Devices #1 Primary 115.74'10.0" Round Culvert L= 13.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.74' / 115.35' S= 0.0300 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.06 hrs HW=117.76' TW=119.34' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB3: CB3 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.231 ac Peak Elev=119.57' 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' 1.13 cfs1.13 cfs Post-Development Conditions Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 70HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB4: CB4 [58] Hint: Peaked 0.25' above defined flood level Inflow Area = 0.264 ac, 61.74% Impervious, Inflow Depth > 3.85" for 25-Year event Inflow = 1.32 cfs @ 12.05 hrs, Volume= 0.085 af Outflow = 1.32 cfs @ 12.05 hrs, Volume= 0.085 af, Atten= 0%, Lag= 0.0 min Primary = 1.32 cfs @ 12.05 hrs, Volume= 0.085 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 119.60' @ 12.10 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 116.90'10.0" Round Culvert L= 22.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.90' / 115.18' S= 0.0782 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=117.85' TW=119.38' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB4: CB4 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.264 ac Peak Elev=119.60' 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' 1.32 cfs1.32 cfs Post-Development Conditions Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 71HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB6: CB6 [58] Hint: Peaked 4.75' above defined flood level Inflow Area = 0.324 ac, 83.33% Impervious, Inflow Depth > 4.49" for 25-Year event Inflow = 1.70 cfs @ 12.07 hrs, Volume= 0.121 af Outflow = 1.70 cfs @ 12.07 hrs, Volume= 0.121 af, Atten= 0%, Lag= 0.0 min Primary = 1.70 cfs @ 12.07 hrs, Volume= 0.121 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 126.70' @ 12.16 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 32.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.75' S= 0.0759 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.07 hrs HW=121.50' TW=124.63' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB6: CB6 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.324 ac Peak Elev=126.70' 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' 1.70 cfs1.70 cfs Post-Development Conditions Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 72HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB7: CB-7 [58] Hint: Peaked 4.70' above defined flood level Inflow Area = 0.281 ac, 59.79% Impervious, Inflow Depth > 3.75" for 25-Year event Inflow = 1.33 cfs @ 12.06 hrs, Volume= 0.088 af Outflow = 1.33 cfs @ 12.06 hrs, Volume= 0.088 af, Atten= 0%, Lag= 0.0 min Primary = 1.33 cfs @ 12.06 hrs, Volume= 0.088 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 126.65' @ 12.16 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 40.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.77' S= 0.0603 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.06 hrs HW=121.04' TW=124.34' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB7: CB-7 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.281 ac Peak Elev=126.65' 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' 1.33 cfs1.33 cfs Post-Development Conditions Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 73HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH2: DMH2 [58] Hint: Peaked 0.14' above defined flood level [80] Warning: Exceeded Pond CB3 by 1.90' @ 12.05 hrs (4.53 cfs 0.033 af) [80] Warning: Exceeded Pond CB4 by 1.75' @ 12.05 hrs (4.15 cfs 0.019 af) Inflow Area = 1.721 ac, 69.84% Impervious, Inflow Depth > 4.08" for 25-Year event Inflow = 8.65 cfs @ 12.06 hrs, Volume= 0.585 af Outflow = 8.65 cfs @ 12.06 hrs, Volume= 0.585 af, Atten= 0%, Lag= 0.0 min Primary = 8.65 cfs @ 12.06 hrs, Volume= 0.585 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 119.49' @ 12.06 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 115.10'15.0" Round Culvert L= 259.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.10' / 113.35' S= 0.0068 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=8.47 cfs @ 12.06 hrs HW=119.30' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 8.47 cfs @ 6.90 fps) Pond DMH2: DMH2 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=1.721 ac Peak Elev=119.49' 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' 8.65 cfs8.65 cfs Post-Development Conditions Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 74HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH3: DMH3 [58] Hint: Peaked 3.68' above defined flood level Inflow Area = 1.226 ac, 73.49% Impervious, Inflow Depth > 4.19" for 25-Year event Inflow = 6.21 cfs @ 12.06 hrs, Volume= 0.428 af Outflow = 6.21 cfs @ 12.06 hrs, Volume= 0.428 af, Atten= 0%, Lag= 0.0 min Primary = 6.21 cfs @ 12.06 hrs, Volume= 0.428 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 124.34' @ 12.08 hrs Flood Elev= 120.66' Device Routing Invert Outlet Devices #1 Primary 116.28'12.0" Round Culvert L= 187.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.28' / 115.20' S= 0.0058 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=5.22 cfs @ 12.06 hrs HW=123.53' TW=119.27' (Dynamic Tailwater) 1=Culvert (Outlet Controls 5.22 cfs @ 6.65 fps) Pond DMH3: DMH3 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=1.226 ac Peak Elev=124.34' 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' 6.21 cfs6.21 cfs Post-Development Conditions Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 75HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH4: DMH4 [58] Hint: Peaked 4.75' above defined flood level [80] Warning: Exceeded Pond CB6 by 3.47' @ 12.05 hrs (5.39 cfs 0.042 af) [80] Warning: Exceeded Pond CB7 by 3.54' @ 12.05 hrs (5.14 cfs 0.042 af) Inflow Area = 1.226 ac, 73.49% Impervious, Inflow Depth > 4.19" for 25-Year event Inflow = 6.21 cfs @ 12.06 hrs, Volume= 0.428 af Outflow = 6.21 cfs @ 12.06 hrs, Volume= 0.428 af, Atten= 0%, Lag= 0.0 min Primary = 6.21 cfs @ 12.06 hrs, Volume= 0.428 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 126.57' @ 12.11 hrs Flood Elev= 121.82' Device Routing Invert Outlet Devices #1 Primary 116.70'12.0" Round Culvert L= 106.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.70' / 116.38' S= 0.0030 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=2.28 cfs @ 12.06 hrs HW=124.05' TW=123.53' (Dynamic Tailwater) 1=Culvert (Outlet Controls 2.28 cfs @ 2.90 fps) Pond DMH4: DMH4 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=1.226 ac Peak Elev=126.57' 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' 6.21 cfs6.21 cfs Post-Development Conditions Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 76HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH5: DMH5 [58] Hint: Peaked 3.41' above defined flood level [80] Warning: Exceeded Pond STC-450i by 1.32' @ 12.05 hrs (2.85 cfs 0.032 af) Inflow Area = 0.621 ac, 74.56% Impervious, Inflow Depth > 4.24" for 25-Year event Inflow = 3.20 cfs @ 12.05 hrs, Volume= 0.219 af Outflow = 3.20 cfs @ 12.05 hrs, Volume= 0.219 af, Atten= 0%, Lag= 0.0 min Primary = 3.20 cfs @ 12.05 hrs, Volume= 0.219 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 127.93' @ 12.15 hrs Flood Elev= 124.52' Device Routing Invert Outlet Devices #1 Primary 119.37'10.0" Round Culvert L= 212.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.37' / 116.78' S= 0.0122 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.23 cfs @ 12.05 hrs HW=124.34' TW=123.67' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.23 cfs @ 2.26 fps) Pond DMH5: DMH5 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=0.621 ac Peak Elev=127.93' 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' 3.20 cfs3.20 cfs Post-Development Conditions Atwood Drive Type III 24-hr 25-Year Rainfall=5.54"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 77HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond STC-450i: STC 450i [58] Hint: Peaked 3.54' above defined flood level [80] Warning: Exceeded Pond CB-B by 1.22' @ 12.15 hrs (1.44 cfs 0.016 af) Inflow Area = 0.621 ac, 74.56% Impervious, Inflow Depth > 4.24" for 25-Year event Inflow = 3.20 cfs @ 12.05 hrs, Volume= 0.219 af Outflow = 3.20 cfs @ 12.05 hrs, Volume= 0.219 af, Atten= 0%, Lag= 0.0 min Primary = 3.20 cfs @ 12.05 hrs, Volume= 0.219 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 128.29' @ 12.20 hrs Flood Elev= 124.75' Device Routing Invert Outlet Devices #1 Primary 120.05'10.0" Round Culvert L= 56.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.05' / 119.44' S= 0.0109 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=123.03' TW=124.34' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond STC-450i: STC 450i Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=0.621 ac Peak Elev=128.29' 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' 3.20 cfs3.20 cfs Post-Development Conditions Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 78HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.185 ac 70.27% Impervious Runoff Depth>6.05"Subcatchment 15S: Area 15 Flow Length=41' Tc=2.1 min CN=89 Runoff=1.42 cfs 0.093 af Runoff Area=0.199 ac 81.91% Impervious Runoff Depth>6.52"Subcatchment 16S: Area 16 Flow Length=77' Tc=3.0 min CN=93 Runoff=1.58 cfs 0.108 af Runoff Area=0.237 ac 71.73% Impervious Runoff Depth>6.16"Subcatchment 17S: Area 17 Flow Length=58' Tc=5.2 min CN=90 Runoff=1.69 cfs 0.122 af Runoff Area=0.324 ac 83.33% Impervious Runoff Depth>6.51"Subcatchment 18S: Area 18 Flow Length=329' Tc=4.8 min CN=93 Runoff=2.41 cfs 0.176 af Runoff Area=0.281 ac 59.79% Impervious Runoff Depth>5.70"Subcatchment 19S: Area 19 Flow Length=291' Tc=4.3 min CN=86 Runoff=1.98 cfs 0.133 af Runoff Area=0.264 ac 61.74% Impervious Runoff Depth>5.82"Subcatchment 20S: Area 20 Flow Length=295' Tc=3.5 min CN=87 Runoff=1.94 cfs 0.128 af Runoff Area=0.231 ac 59.74% Impervious Runoff Depth>5.70"Subcatchment 21S: Area 21 Flow Length=304' Tc=3.6 min CN=86 Runoff=1.67 cfs 0.110 af Runoff Area=0.238 ac 58.40% Impervious Runoff Depth>5.70"Subcatchment 22S: Area 22 Flow Length=253' Tc=3.6 min CN=86 Runoff=1.72 cfs 0.113 af Runoff Area=0.318 ac 50.31% Impervious Runoff Depth>5.47"Subcatchment 23S: Area 23 Flow Length=258' Tc=3.7 min CN=84 Runoff=2.23 cfs 0.145 af Inflow=16.52 cfs 1.128 afPond 1P: DMH1 Primary=16.52 cfs 1.128 af Peak Elev=143.95' Inflow=1.42 cfs 0.093 afPond CB-A: CBA 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' Outflow=1.42 cfs 0.093 af Peak Elev=143.82' Inflow=2.99 cfs 0.201 afPond CB-B: CBB 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' Outflow=2.99 cfs 0.201 af Peak Elev=114.63' Inflow=1.72 cfs 0.113 afPond CB1: CB1 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' Outflow=1.72 cfs 0.113 af Peak Elev=115.17' Inflow=2.23 cfs 0.145 afPond CB2: CB2 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' Outflow=2.23 cfs 0.145 af Peak Elev=125.09' Inflow=1.67 cfs 0.110 afPond CB3: CB3 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' Outflow=1.67 cfs 0.110 af Peak Elev=125.17' Inflow=1.94 cfs 0.128 afPond CB4: CB4 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' Outflow=1.94 cfs 0.128 af Post-Development Conditions Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 79HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=139.96' Inflow=2.41 cfs 0.176 afPond CB6: CB6 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' Outflow=2.41 cfs 0.176 af Peak Elev=139.87' Inflow=1.98 cfs 0.133 afPond CB7: CB-7 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' Outflow=1.98 cfs 0.133 af Peak Elev=124.92' Inflow=12.57 cfs 0.870 afPond DMH2: DMH2 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' Outflow=12.57 cfs 0.870 af Peak Elev=134.98' Inflow=8.96 cfs 0.632 afPond DMH3: DMH3 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' Outflow=8.96 cfs 0.632 af Peak Elev=139.70' Inflow=8.96 cfs 0.632 afPond DMH4: DMH4 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' Outflow=8.96 cfs 0.632 af Peak Elev=142.42' Inflow=4.60 cfs 0.323 afPond DMH5: DMH5 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' Outflow=4.60 cfs 0.323 af Peak Elev=143.13' Inflow=4.60 cfs 0.323 afPond STC-450i: STC 450i 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' Outflow=4.60 cfs 0.323 af Total Runoff Area = 2.277 ac Runoff Volume = 1.128 af Average Runoff Depth = 5.94" 34.08% Pervious = 0.776 ac 65.92% Impervious = 1.501 ac Post-Development Conditions Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 80HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: Area 15 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.42 cfs @ 12.04 hrs, Volume= 0.093 af, Depth> 6.05" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (ac) CN Description 0.130 98 Paved parking, HSG B 0.055 69 50-75% Grass cover, Fair, HSG B 0.185 89 Weighted Average 0.055 29.73% Pervious Area 0.130 70.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 14 0.0440 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.6 27 0.0100 0.78 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 2.1 41 Total Subcatchment 15S: Area 15 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=0.185 ac Runoff Volume=0.093 af Runoff Depth>6.05" Flow Length=41' Tc=2.1 min CN=89 1.42 cfs Post-Development Conditions Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 81HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: Area 16 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.58 cfs @ 12.05 hrs, Volume= 0.108 af, Depth> 6.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (ac) CN Description 0.163 98 Paved parking, HSG B 0.036 69 50-75% Grass cover, Fair, HSG B 0.199 93 Weighted Average 0.036 18.09% Pervious Area 0.163 81.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 10 0.0220 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 1.2 54 0.0060 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.3 13 0.0160 0.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 3.0 77 Total Subcatchment 16S: Area 16 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=0.199 ac Runoff Volume=0.108 af Runoff Depth>6.52" Flow Length=77' Tc=3.0 min CN=93 1.58 cfs Post-Development Conditions Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 82HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: Area 17 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.69 cfs @ 12.07 hrs, Volume= 0.122 af, Depth> 6.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (ac) CN Description 0.170 98 Paved parking, HSG B 0.067 69 50-75% Grass cover, Fair, HSG B 0.237 90 Weighted Average 0.067 28.27% Pervious Area 0.170 71.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 44 0.0230 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.05" 0.3 14 0.0180 0.87 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 5.2 58 Total Subcatchment 17S: Area 17 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=0.237 ac Runoff Volume=0.122 af Runoff Depth>6.16" Flow Length=58' Tc=5.2 min CN=90 1.69 cfs Post-Development Conditions Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 83HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Area 18 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.41 cfs @ 12.07 hrs, Volume= 0.176 af, Depth> 6.51" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (ac) CN Description 0.270 98 Paved parking, HSG B 0.054 69 50-75% Grass cover, Fair, HSG B 0.324 93 Weighted Average 0.054 16.67% Pervious Area 0.270 83.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 116 0.0070 0.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 16 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.5 197 0.0133 1.31 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.8 329 Total Subcatchment 18S: Area 18 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=0.324 ac Runoff Volume=0.176 af Runoff Depth>6.51" Flow Length=329' Tc=4.8 min CN=93 2.41 cfs Post-Development Conditions Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 84HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: Area 19 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.98 cfs @ 12.06 hrs, Volume= 0.133 af, Depth> 5.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (ac) CN Description 0.168 98 Paved parking, HSG B 0.113 69 50-75% Grass cover, Fair, HSG B 0.281 86 Weighted Average 0.113 40.21% Pervious Area 0.168 59.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 119 0.0070 0.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.2 19 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 153 0.0170 1.37 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 4.3 291 Total Subcatchment 19S: Area 19 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=0.281 ac Runoff Volume=0.133 af Runoff Depth>5.70" Flow Length=291' Tc=4.3 min CN=86 1.98 cfs Post-Development Conditions Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 85HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Area 20 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.94 cfs @ 12.05 hrs, Volume= 0.128 af, Depth> 5.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (ac) CN Description 0.163 98 Paved parking, HSG B 0.101 69 50-75% Grass cover, Fair, HSG B 0.264 87 Weighted Average 0.101 38.26% Pervious Area 0.163 61.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 100 0.0120 1.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 63 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5 132 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.5 295 Total Subcatchment 20S: Area 20 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=0.264 ac Runoff Volume=0.128 af Runoff Depth>5.82" Flow Length=295' Tc=3.5 min CN=87 1.94 cfs Post-Development Conditions Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 86HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: Area 21 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.67 cfs @ 12.05 hrs, Volume= 0.110 af, Depth> 5.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (ac) CN Description 0.138 98 Paved parking, HSG B 0.093 69 50-75% Grass cover, Fair, HSG B 0.231 86 Weighted Average 0.093 40.26% Pervious Area 0.138 59.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 107 0.0090 0.99 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 1.4 147 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4 50 0.0130 2.31 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6 304 Total Subcatchment 21S: Area 21 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=0.231 ac Runoff Volume=0.110 af Runoff Depth>5.70" Flow Length=304' Tc=3.6 min CN=86 1.67 cfs Post-Development Conditions Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 87HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 22S: Area 22 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.72 cfs @ 12.05 hrs, Volume= 0.113 af, Depth> 5.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (ac) CN Description 0.139 98 Paved parking, HSG B 0.099 69 50-75% Grass cover, Fair, HSG B 0.238 86 Weighted Average 0.099 41.60% Pervious Area 0.139 58.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 100 0.0050 0.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.5 47 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 106 0.0090 1.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.6 253 Total Subcatchment 22S: Area 22 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=0.238 ac Runoff Volume=0.113 af Runoff Depth>5.70" Flow Length=253' Tc=3.6 min CN=86 1.72 cfs Post-Development Conditions Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 88HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: Area 23 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.23 cfs @ 12.06 hrs, Volume= 0.145 af, Depth> 5.47" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.68" Area (ac) CN Description 0.160 98 Paved parking, HSG B 0.158 69 50-75% Grass cover, Fair, HSG B 0.318 84 Weighted Average 0.158 49.69% Pervious Area 0.160 50.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 100 0.0050 0.77 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.05" 0.6 53 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 105 0.0090 1.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.7 258 Total Subcatchment 23S: Area 23 Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 100-Year Rainfall=7.68" Runoff Area=0.318 ac Runoff Volume=0.145 af Runoff Depth>5.47" Flow Length=258' Tc=3.7 min CN=84 2.23 cfs Post-Development Conditions Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 89HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 1P: DMH1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.277 ac, 65.92% Impervious, Inflow Depth > 5.94" for 100-Year event Inflow = 16.52 cfs @ 12.06 hrs, Volume= 1.128 af Primary = 16.52 cfs @ 12.06 hrs, Volume= 1.128 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Pond 1P: DMH1 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)18 16 14 12 10 8 6 4 2 0 Inflow Area=2.277 ac 16.52 cfs16.52 cfs Post-Development Conditions Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 90HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-A: CBA [58] Hint: Peaked 19.21' above defined flood level Inflow Area = 0.185 ac, 70.27% Impervious, Inflow Depth > 6.05" for 100-Year event Inflow = 1.42 cfs @ 12.04 hrs, Volume= 0.093 af Outflow = 1.42 cfs @ 12.04 hrs, Volume= 0.093 af, Atten= 0%, Lag= 0.0 min Primary = 1.42 cfs @ 12.04 hrs, Volume= 0.093 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 143.95' @ 12.30 hrs Flood Elev= 124.74' Device Routing Invert Outlet Devices #1 Primary 121.04'8.0" Round Culvert L= 86.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 121.04' / 120.94' S= 0.0012 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=125.65' TW=128.05' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB-A: CBA Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.185 ac Peak Elev=143.95' 8.0" Round Culvert n=0.012 L=86.0' S=0.0012 '/' 1.42 cfs1.42 cfs Post-Development Conditions Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 91HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB-B: CBB [58] Hint: Peaked 19.03' above defined flood level [80] Warning: Exceeded Pond CB-A by 4.21' @ 12.15 hrs (2.53 cfs 0.056 af) Inflow Area = 0.384 ac, 76.30% Impervious, Inflow Depth > 6.29" for 100-Year event Inflow = 2.99 cfs @ 12.04 hrs, Volume= 0.201 af Outflow = 2.99 cfs @ 12.04 hrs, Volume= 0.201 af, Atten= 0%, Lag= 0.0 min Primary = 2.99 cfs @ 12.04 hrs, Volume= 0.201 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 143.82' @ 12.25 hrs Flood Elev= 124.79' Device Routing Invert Outlet Devices #1 Primary 120.94'8.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.94' / 120.40' S= 0.0072 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=128.55' TW=128.93' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB-B: CBB Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=0.384 ac Peak Elev=143.82' 8.0" Round Culvert n=0.012 L=75.0' S=0.0072 '/' 2.99 cfs2.99 cfs Post-Development Conditions Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 92HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB1: CB1 Inflow Area = 0.238 ac, 58.40% Impervious, Inflow Depth > 5.70" for 100-Year event Inflow = 1.72 cfs @ 12.05 hrs, Volume= 0.113 af Outflow = 1.72 cfs @ 12.05 hrs, Volume= 0.113 af, Atten= 0%, Lag= 0.0 min Primary = 1.72 cfs @ 12.05 hrs, Volume= 0.113 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 114.63' @ 12.05 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 113.94'10.0" Round Culvert L= 25.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 113.94' / 113.41' S= 0.0212 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.70 cfs @ 12.05 hrs HW=114.63' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.70 cfs @ 3.53 fps) Pond CB1: CB1 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.238 ac Peak Elev=114.63' 10.0" Round Culvert n=0.012 L=25.0' S=0.0212 '/' 1.72 cfs1.72 cfs Post-Development Conditions Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 93HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB2: CB2 Inflow Area = 0.318 ac, 50.31% Impervious, Inflow Depth > 5.47" for 100-Year event Inflow = 2.23 cfs @ 12.06 hrs, Volume= 0.145 af Outflow = 2.23 cfs @ 12.06 hrs, Volume= 0.145 af, Atten= 0%, Lag= 0.0 min Primary = 2.23 cfs @ 12.06 hrs, Volume= 0.145 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 115.17' @ 12.06 hrs Flood Elev= 118.04' Device Routing Invert Outlet Devices #1 Primary 114.29'10.0" Round Culvert L= 75.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 114.29' / 113.34' S= 0.0127 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=2.19 cfs @ 12.06 hrs HW=115.15' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.19 cfs @ 4.01 fps) Pond CB2: CB2 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.318 ac Peak Elev=115.17' 10.0" Round Culvert n=0.012 L=75.0' S=0.0127 '/' 2.23 cfs2.23 cfs Post-Development Conditions Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 94HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB3: CB3 [58] Hint: Peaked 5.76' above defined flood level Inflow Area = 0.231 ac, 59.74% Impervious, Inflow Depth > 5.70" for 100-Year event Inflow = 1.67 cfs @ 12.05 hrs, Volume= 0.110 af Outflow = 1.67 cfs @ 12.05 hrs, Volume= 0.110 af, Atten= 0%, Lag= 0.0 min Primary = 1.67 cfs @ 12.05 hrs, Volume= 0.110 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 125.09' @ 12.11 hrs Flood Elev= 119.33' Device Routing Invert Outlet Devices #1 Primary 115.74'10.0" Round Culvert L= 13.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.74' / 115.35' S= 0.0300 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=121.29' TW=124.66' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB3: CB3 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.231 ac Peak Elev=125.09' 10.0" Round Culvert n=0.012 L=13.0' S=0.0300 '/' 1.67 cfs1.67 cfs Post-Development Conditions Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 95HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB4: CB4 [58] Hint: Peaked 5.82' above defined flood level Inflow Area = 0.264 ac, 61.74% Impervious, Inflow Depth > 5.82" for 100-Year event Inflow = 1.94 cfs @ 12.05 hrs, Volume= 0.128 af Outflow = 1.94 cfs @ 12.05 hrs, Volume= 0.128 af, Atten= 0%, Lag= 0.0 min Primary = 1.94 cfs @ 12.05 hrs, Volume= 0.128 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 125.17' @ 12.10 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 116.90'10.0" Round Culvert L= 22.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.90' / 115.18' S= 0.0782 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=121.31' TW=124.72' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB4: CB4 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.264 ac Peak Elev=125.17' 10.0" Round Culvert n=0.012 L=22.0' S=0.0782 '/' 1.94 cfs1.94 cfs Post-Development Conditions Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 96HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB6: CB6 [58] Hint: Peaked 18.01' above defined flood level Inflow Area = 0.324 ac, 83.33% Impervious, Inflow Depth > 6.51" for 100-Year event Inflow = 2.41 cfs @ 12.07 hrs, Volume= 0.176 af Outflow = 2.41 cfs @ 12.07 hrs, Volume= 0.176 af, Atten= 0%, Lag= 0.0 min Primary = 2.41 cfs @ 12.07 hrs, Volume= 0.176 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 139.96' @ 12.16 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 32.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.75' S= 0.0759 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.07 hrs HW=127.94' TW=135.03' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB6: CB6 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.324 ac Peak Elev=139.96' 10.0" Round Culvert n=0.012 L=32.0' S=0.0759 '/' 2.41 cfs2.41 cfs Post-Development Conditions Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 97HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB7: CB-7 [58] Hint: Peaked 17.92' above defined flood level Inflow Area = 0.281 ac, 59.79% Impervious, Inflow Depth > 5.70" for 100-Year event Inflow = 1.98 cfs @ 12.06 hrs, Volume= 0.133 af Outflow = 1.98 cfs @ 12.06 hrs, Volume= 0.133 af, Atten= 0%, Lag= 0.0 min Primary = 1.98 cfs @ 12.06 hrs, Volume= 0.133 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 139.87' @ 12.16 hrs Flood Elev= 121.95' Device Routing Invert Outlet Devices #1 Primary 119.18'10.0" Round Culvert L= 40.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.18' / 116.77' S= 0.0603 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.06 hrs HW=126.87' TW=134.29' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB7: CB-7 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.281 ac Peak Elev=139.87' 10.0" Round Culvert n=0.012 L=40.0' S=0.0603 '/' 1.98 cfs1.98 cfs Post-Development Conditions Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 98HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH2: DMH2 [58] Hint: Peaked 5.57' above defined flood level [80] Warning: Exceeded Pond CB3 by 3.93' @ 12.05 hrs (6.51 cfs 0.064 af) [80] Warning: Exceeded Pond CB4 by 3.80' @ 12.05 hrs (6.11 cfs 0.048 af) Inflow Area = 1.721 ac, 69.84% Impervious, Inflow Depth > 6.07" for 100-Year event Inflow = 12.57 cfs @ 12.06 hrs, Volume= 0.870 af Outflow = 12.57 cfs @ 12.06 hrs, Volume= 0.870 af, Atten= 0%, Lag= 0.0 min Primary = 12.57 cfs @ 12.06 hrs, Volume= 0.870 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 124.92' @ 12.06 hrs Flood Elev= 119.35' Device Routing Invert Outlet Devices #1 Primary 115.10'15.0" Round Culvert L= 259.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 115.10' / 113.35' S= 0.0068 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=12.33 cfs @ 12.06 hrs HW=124.54' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 12.33 cfs @ 10.05 fps) Pond DMH2: DMH2 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)14 12 10 8 6 4 2 0 Inflow Area=1.721 ac Peak Elev=124.92' 15.0" Round Culvert n=0.012 L=259.0' S=0.0068 '/' 12.57 cfs12.57 cfs Post-Development Conditions Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 99HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH3: DMH3 [58] Hint: Peaked 14.32' above defined flood level [80] Warning: Exceeded Pond DMH4 by 0.49' @ 12.05 hrs (2.21 cfs 0.015 af) Inflow Area = 1.226 ac, 73.49% Impervious, Inflow Depth > 6.19" for 100-Year event Inflow = 8.96 cfs @ 12.06 hrs, Volume= 0.632 af Outflow = 8.96 cfs @ 12.06 hrs, Volume= 0.632 af, Atten= 0%, Lag= 0.0 min Primary = 8.96 cfs @ 12.06 hrs, Volume= 0.632 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 134.98' @ 12.08 hrs Flood Elev= 120.66' Device Routing Invert Outlet Devices #1 Primary 116.28'12.0" Round Culvert L= 187.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.28' / 115.20' S= 0.0058 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=7.53 cfs @ 12.06 hrs HW=133.33' TW=124.48' (Dynamic Tailwater) 1=Culvert (Outlet Controls 7.53 cfs @ 9.58 fps) Pond DMH3: DMH3 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.226 ac Peak Elev=134.98' 12.0" Round Culvert n=0.012 L=187.0' S=0.0058 '/' 8.96 cfs8.96 cfs Post-Development Conditions Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 100HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH4: DMH4 [58] Hint: Peaked 17.88' above defined flood level [80] Warning: Exceeded Pond CB6 by 7.63' @ 12.05 hrs (7.99 cfs 0.095 af) [80] Warning: Exceeded Pond CB7 by 7.79' @ 12.05 hrs (7.63 cfs 0.091 af) [80] Warning: Exceeded Pond DMH5 by 0.38' @ 12.10 hrs (0.92 cfs 0.004 af) Inflow Area = 1.226 ac, 73.49% Impervious, Inflow Depth > 6.19" for 100-Year event Inflow = 8.96 cfs @ 12.06 hrs, Volume= 0.632 af Outflow = 8.96 cfs @ 12.06 hrs, Volume= 0.632 af, Atten= 0%, Lag= 0.0 min Primary = 8.96 cfs @ 12.06 hrs, Volume= 0.632 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 139.70' @ 12.11 hrs Flood Elev= 121.82' Device Routing Invert Outlet Devices #1 Primary 116.70'12.0" Round Culvert L= 106.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 116.70' / 116.38' S= 0.0030 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.80 cfs @ 12.06 hrs HW=133.66' TW=133.33' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.80 cfs @ 2.29 fps) Pond DMH4: DMH4 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.226 ac Peak Elev=139.70' 12.0" Round Culvert n=0.012 L=106.0' S=0.0030 '/' 8.96 cfs8.96 cfs Post-Development Conditions Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 101HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond DMH5: DMH5 [58] Hint: Peaked 17.90' above defined flood level [80] Warning: Exceeded Pond STC-450i by 3.71' @ 12.05 hrs (4.78 cfs 0.077 af) Inflow Area = 0.621 ac, 74.56% Impervious, Inflow Depth > 6.24" for 100-Year event Inflow = 4.60 cfs @ 12.05 hrs, Volume= 0.323 af Outflow = 4.60 cfs @ 12.05 hrs, Volume= 0.323 af, Atten= 0%, Lag= 0.0 min Primary = 4.60 cfs @ 12.05 hrs, Volume= 0.323 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 142.42' @ 12.15 hrs Flood Elev= 124.52' Device Routing Invert Outlet Devices #1 Primary 119.37'10.0" Round Culvert L= 212.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 119.37' / 116.78' S= 0.0122 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.51 cfs @ 12.05 hrs HW=133.76' TW=132.76' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.51 cfs @ 2.76 fps) Pond DMH5: DMH5 Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=0.621 ac Peak Elev=142.42' 10.0" Round Culvert n=0.012 L=212.0' S=0.0122 '/' 4.60 cfs4.60 cfs Post-Development Conditions Atwood Drive Type III 24-hr 100-Year Rainfall=7.68"Existing Drainage Atwood Rd Drainage Printed 5/15/2017Prepared by Tighe & Bond, Inc. Page 102HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond STC-450i: STC 450i [58] Hint: Peaked 18.38' above defined flood level [80] Warning: Exceeded Pond CB-B by 3.26' @ 12.10 hrs (2.35 cfs 0.031 af) Inflow Area = 0.621 ac, 74.56% Impervious, Inflow Depth > 6.24" for 100-Year event Inflow = 4.60 cfs @ 12.05 hrs, Volume= 0.323 af Outflow = 4.60 cfs @ 12.05 hrs, Volume= 0.323 af, Atten= 0%, Lag= 0.0 min Primary = 4.60 cfs @ 12.05 hrs, Volume= 0.323 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 143.13' @ 12.20 hrs Flood Elev= 124.75' Device Routing Invert Outlet Devices #1 Primary 120.05'10.0" Round Culvert L= 56.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 120.05' / 119.44' S= 0.0109 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.05 hrs HW=130.06' TW=133.76' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond STC-450i: STC 450i Inflow Primary Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=0.621 ac Peak Elev=143.13' 10.0" Round Culvert n=0.012 L=56.0' S=0.0109 '/' 4.60 cfs4.60 cfs Stormwater Management Standards Documentation Tighe & Bond, Inc. Revised 5/11/2017 HOSPITALITY NORTH STORMWATER CALCULATIONS Required Recharge Volume (Standard 3): For Class B Soils: F = Target depth factor = 0.35 inch (entire site) Impervious Area = 5.02 acres Rv0 = F * Impervious Area = 32 378,643560*02.5*"12 1"*35.0 ftacre ftacresft Two sections of proposed impervious area do not drain to the infiltration systems, therefore, a capture area adjustment must be calculated and applied to the required recharge volume. The proposed drainage areas that do not discharge to the infiltration systems are 2S, 22S and 23S: Capture Area Adjustment =CA= 22.191.002.5 02.5 acres acres I I onInfiltrati Total Rv=Rv0* CA = 33781,722.1*378,6 ftft= Required Recharge Volume Recharge Time and Drawdown Infiltration occurs in three basins (Infiltration Basin 1, Infiltration Basin 2, Bioretention Basin 1). Since Infiltration Basins 1 and 2 are dependent on each other, they have been combined as one basin in the following calculations. The following Equation from the Massachusetts Stormwater Handbook was calculated using the basin volumes: Infiltration Basins: Timedrawdown = AreaBottomK Vs Vs = Storage Volume = 6,643 ft3 (1,690 Infil. Basin 1 + 4,953 Infil. Basin 2) K = 0.085 ft/hr (1.02 in/hr Rawls Rate for Sandy Loam) Bottom Area = 3,210 ft2 (2,679 Infil. Basin 1 + 531 Infil. Basin 2) Timedrawdown = hrft ft hrft 24210,3085.0 643,6 2 3 Bioretention Basin: Timedrawdown = AreaBottomK Vs Vs = Storage Volume = 4,146 ft3 K = 0.085 ft/hr (1.02 in/hr Rawls Rate for Sandy Loam) Bottom Area = 2,649 ft2 Timedrawdown = hrft ft hrft 18649,2085.0 146,4 2 3 Tighe & Bond, Inc. Revised 5/11/2017 Required Water Quality Volume (Standard 4): The Site is considered a LUHPPL. The Medical Office use generates over 1,000 vehicle trips per day, and would therefore be classified as a LUHPPL. For purposes of this report, the entire parking area will be considered a LUHPPL, which requires a Water Quality Depth = DWQ1 = 1”. Additionally, building rooftop areas have been excluded from the calculations as they are not subject to treatment requirements. VWQ = DWQ * Impervious Area = 32 704,1443560*05.4*"12 1"*1 ftacre ftacresft Total VWQ = 14,704 cubic feet Target Volume: Target Volume is defined as the larger of Required Recharge Volume and Required Water Quality Volume. Therefore, Target Volume = 14,704 ft3 (Required Water Quality Volume). Catch basin, water quality units, infiltration basin and bioretention area volumes provided and required are summarized in the following table. Recharge and Water Quality Volume Summary Table Area, Structure Reference Recharge Volume (cf) Water Quality Volume (cf) Bioretention Basin-1 4,146 4,146 Bioretention Basin-2 LINED – N/A 881 Catch Basins* N/A 1,000 Water Quality Units N/A 2,151 Infiltration Basin 1 1,690 1,690 Infiltration Basin 2 4,953 4,953 Total Volume Provided 9,880 14,821 Volume Required 7,781 14,704 All volumes calculated are below the elevation of the outlet. *All catch basins include a 4-foot deep sump, and a 4-feet in diameter. The project plans indicate 20 catch basins are proposed, each having a water quality volume of 50 cf. Mounding Analysis (Standard 4): The Stormwater Handbook requires that the 72-hr mound after a 10-yr 24-hr storm does not affect wetland resources or dewatering the basin. The Hantush Method, recommended by the Stormwater Handbook was used with the following inputs: Rectangular Basin Geometry: The rectangular area used in the analysis is equal to actual basin bottom area and length:width ratio equal to actual basin average length:width ratio. Tighe & Bond, Inc. Revised 5/11/2017 Infiltration Basin: L x W = 300’ x 10.7’= 3,210 s.f. Bioretention Bain: L x W = 100’ x 26.5’= 2,650 s.f. Time: T= 72 hours, from Stormwater handbook Initial Saturated Thickness: hi = 0.8’. The difference between the seasonal high ground water level (7.5’ below grade) and the low permeability layer at 8.3’ below grade. Percolation Rate: w10 = 0.0154 ft/hr (10-yr, 24-hr storm) and w100 = 0.026 ft/hr (100- yr, 24-hr storm). Sample calculation: hrft hrt Pw 0154.0"12 '1*24 "44.4 10 , P = Total Precipitation in inches (10-yr, 24-hr storm) t = duration of precipitation Hydraulic Conductivity: K = 1.02 in/hr and K = 0.085 ft/hr (Rawls Rate, given in Stormwater Handbook for Sandy Loam). Specific Yield: Sy = 20. The specific yield was estimated to be 20, since the specific yield for silt is 18 and fine sand is 21 and it is likely that the amount of water drained by gravity for a loamy sand will be between silt and fine sand. (Johnson, A.I. 1967. Specific yield — compilation of specific yields for various materials. U.S. Geological Survey Water Supply Paper 1662-D. 74 p.) The calculation was performed using the Hantush Method Calculator at http://www.groundwatersoftware.com/calculator_9_hantush_mounding.htm. The Hantush method is referenced to: Hantush, M.S.(1967). Growth and Decay of Groundwater-Mounds in Response to Uniform Percolation, Water Resources Research vol. 3, no.1, pp 227-234. Web pages are attached. Mounding Analysis Results: Location Storm Event w Mounding (increase in hydraulic head) Effect on Wetlands or Downstream? Infiltration 10-yr, 24-hr W10 = 0.0154 ft/hr 0.055 ft None 100-yr, 24-hr W100 = 0.026 ft/hr 0.094 ft None Bioretention 10-yr, 24-hr W10 = 0.0154 ft/hr 0.055 ft None 100-yr, 24-hr W100 = 0.026 ft/hr 0.094 ft None TSS Removal Spreadsheets INSTRUCTIONS:Non-automated: Mar. 4, 20081. Sheet is nonautomated. Print sheet and complete using hand calculations. Column A and B: See MassDEP Structural BMP Table2. The calculations must be completed using the Column Headings specified in Chart and Not the Excel Column Headings3. To complete Chart Column D, multiple Column B value within Row x Column C value within Row4. To complete Chart Column E value, subtract Column D value within Row from Column C within Row5. Total TSS Removal = Sum All Values in Column DLocation: ABCDETSS Removal Starting TSS Amount RemainingBMP1Rate1Load* Removed (B*C) Load (C-D)1.00Total TSS Removal =Separate Form Needs to be Completed for Each Outlet or BMP TrainProject:Prepared By:*Equals remaining load from previous BMP (E)Date:which enters the BMPTSS Removal Calculation WorksheetNon-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed1. From MassDEP Stormwater Handbook Vol. 1Mass. Dept. of Environmental Protection INSTRUCTIONS:Non-automated: Mar. 4, 2008 1. Sheet is nonautomated. Print sheet and complete using hand calculations. Column A and B: See MassDEP Structural BMP Table 2. The calculations must be completed using the Column Headings specified in Chart and Not the Excel Column Headings 3. To complete Chart Column D, multiple Column B value within Row x Column C value within Row 4. To complete Chart Column E value, subtract Column D value within Row from Column C within Row 5. Total TSS Removal = Sum All Values in Column D Location: A B C D E TSS Removal Starting TSS Amount Remaining BMP1 Rate1 Load*Removed (B*C)Load (C-D) 1.00 Total TSS Removal = Separate Form Needs to be Completed for Each Outlet or BMP Train Project: Prepared By:*Equals remaining load from previous BMP (E) Date:which enters the BMPTSS Removal Calculation WorksheetNon-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection INSTRUCTIONS:Non-automated: Mar. 4, 2008 1. Sheet is nonautomated. Print sheet and complete using hand calculations. Column A and B: See MassDEP Structural BMP Table 2. The calculations must be completed using the Column Headings specified in Chart and Not the Excel Column Headings 3. To complete Chart Column D, multiple Column B value within Row x Column C value within Row 4. To complete Chart Column E value, subtract Column D value within Row from Column C within Row 5. Total TSS Removal = Sum All Values in Column D Location: A B C D E TSS Removal Starting TSS Amount Remaining BMP1 Rate1 Load*Removed (B*C)Load (C-D) 1.00 Total TSS Removal = Separate Form Needs to be Completed for Each Outlet or BMP Train Project: Prepared By:*Equals remaining load from previous BMP (E) Date:which enters the BMPTSS Removal Calculation WorksheetNon-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection INSTRUCTIONS:Non-automated: Mar. 4, 2008 1. Sheet is nonautomated. Print sheet and complete using hand calculations. Column A and B: See MassDEP Structural BMP Table 2. The calculations must be completed using the Column Headings specified in Chart and Not the Excel Column Headings 3. To complete Chart Column D, multiple Column B value within Row x Column C value within Row 4. To complete Chart Column E value, subtract Column D value within Row from Column C within Row 5. Total TSS Removal = Sum All Values in Column D Location: A B C D E TSS Removal Starting TSS Amount Remaining BMP1 Rate1 Load*Removed (B*C)Load (C-D) 1.00 Total TSS Removal = Separate Form Needs to be Completed for Each Outlet or BMP Train Project: Prepared By:*Equals remaining load from previous BMP (E) Date:which enters the BMPTSS Removal Calculation WorksheetNon-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection INSTRUCTIONS:Non-automated: Mar. 4, 2008 1. Sheet is nonautomated. Print sheet and complete using hand calculations. Column A and B: See MassDEP Structural BMP Table 2. The calculations must be completed using the Column Headings specified in Chart and Not the Excel Column Headings 3. To complete Chart Column D, multiple Column B value within Row x Column C value within Row 4. To complete Chart Column E value, subtract Column D value within Row from Column C within Row 5. Total TSS Removal = Sum All Values in Column D Location: A B C D E TSS Removal Starting TSS Amount Remaining BMP1 Rate1 Load*Removed (B*C)Load (C-D) 1.00 Total TSS Removal = Separate Form Needs to be Completed for Each Outlet or BMP Train Project: Prepared By:*Equals remaining load from previous BMP (E) Date:which enters the BMPTSS Removal Calculation WorksheetNon-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection INSTRUCTIONS:Non-automated: Mar. 4, 2008 1. Sheet is nonautomated. Print sheet and complete using hand calculations. Column A and B: See MassDEP Structural BMP Table 2. The calculations must be completed using the Column Headings specified in Chart and Not the Excel Column Headings 3. To complete Chart Column D, multiple Column B value within Row x Column C value within Row 4. To complete Chart Column E value, subtract Column D value within Row from Column C within Row 5. Total TSS Removal = Sum All Values in Column D Location: A B C D E TSS Removal Starting TSS Amount Remaining BMP1 Rate1 Load*Removed (B*C)Load (C-D) 1.00 Total TSS Removal = Separate Form Needs to be Completed for Each Outlet or BMP Train Project: Prepared By:*Equals remaining load from previous BMP (E) Date:which enters the BMPTSS Removal Calculation WorksheetNon-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection APPENDIX E STORMWATER MANAGEMENT SYSTEM OPERATION AND MAINTENANCE PLAN Hospitality North Atwood Drive Northampton, Massachusetts Revised May 2017 Prepared for: Atwood Drive, LLC Table of Contents Tighe&Bond i Section 1 Introduction Section 2 Ownership and Responsibilities Section 3 General BMPs 3.1 Good Housekeeping ........................................................................3-1 3.2 Preventative Maintenance ...............................................................3-1 3.3 Management of Run-off...................................................................3-1 3.4 Sediment and Erosion Control ..........................................................3-1 3.5 Snow Management .........................................................................3-2 3.6 Inspections ....................................................................................3-2 3.6.1 Vegetated Surfaces .............................................................. 3-2 3.6.2 Deep-Sump, Hooded Catch Basins .......................................... 3-2 3.6.3 Surface Infiltration Basin ....................................................... 3-2 3.6.4 Bioretention Areas ................................................................. 3-3 3.6.5 Structural Water Quality Units ................................................. 3-3 3.6.6 Stormwater System Outfalls .................................................... 3-3 Section 4 Operation and Maintenance Log Form Section 5 Estimated O&M Budget J:\H\H1363\Atwood North\Permits\Stormwater\December 2016\Appendix E - O&M\Stormwater_OM_Atwood North.docx Tighe&Bond Stormwater Management System Operation and Maintenance Plan 1-1 Section 1 Introduction The following Long-Term Operations and Maintenance Plan has been prepared for the stormwater management system at the proposed Atwood North Redevelopment on Atwood Drive in Northampton, Massachusetts. The purpose of the plan is to provide guidance and procedures for proper stormwater management following construction completion. The proposed project has been designed in compliance with the Massachusetts Department of Environmental Protection (MassDEP) Stormwater Standards to maintain or improve stormwater runoff quality and quantity. Tighe&Bond Stormwater Management System Operation and Maintenance Plan 2-1 Section 2 Ownership and Responsibilities Atwood Partners, LLC (Atwood) is responsible for maintaining and servicing the proposed stormwater management system and its appurtenances post construction. The property is owned by Atwood Drive, LLC. During construction the contractor will be responsible for stormwater management system maintenance. Property Owner: Atwood Drive, LLC 200 Silver Street Agawam, MA 01030 Maintenance Contact: Development Associates 200 Silver Street, Suite 201 P.O. Box 528 Agawam, MA 01001 Tighe&Bond Stormwater Management System Operation and Maintenance Plan 3-1 Section 3 General BMPs Prior to the start of construction, the site will be inspected to document current conditions and areas identified as needing maintenance, if any, will be addressed as appropriate. The site should continue to be inspected regularly for erosion and to ensure the stormwater system is operating as designed. Any erosion to the land surface should be stabilized and repaired immediately upon discovery. The following items described are the general Best Management Practices (BMPs) to be implemented for the proposed Atwood North Redevelopment Project. 3.1 Good Housekeeping The goal of the good housekeeping policy is to keep the site in a clean orderly condition. A disorderly site can lead to improper materials management, and can reduce the efficiency of any response to potential pollution problems. The following good housekeeping measures will be followed at the site to aid in pollution prevention: Promptly clean and remove any spills or contamination from vehicles. Perform preventative maintenance on all equipment and on the structural components of the stormwater system. 3.2 Preventative Maintenance Preventative maintenance is an important factor in minimizing the release of pollution from the site. Preventative maintenance for this project will consist of primarily equipment maintenance. It is important that all of the equipment used to access the site and perform routine maintenance of the facilities undergo routine maintenance and service so that fluid leaks are managed. Any equipment exhibiting fluid leaks will be repaired or removed from the site and repaired prior to returning to service. 3.3 Management of Run-off The stormwater collected from the paved parking areas will sheet flow into the deep-sump catch basins. From there it is directed into a series of manholes that discharge into water quality units that direct the water into the proposed infiltration basins. The clean run-off from the building roofs will be discharged directly into the wetlands. 3.4 Sediment and Erosion Control Straw wattles and siltation fencing will be used during construction of the proposed work area and silt sacks will be used in the adjacent catch basins located in paved areas. This will minimize sediment collection in the stormwater management system and protect all Tighe&Bond Stormwater Management System Operation and Maintenance Plan 3-2 wetland areas adjacent to the project. The straw wattles and siltation fence locations are shown on the Demolition and Erosion Control plan included in the Permit Plan set. Once construction is complete and vegetation is established, the straw wattles, silt fence and silt sacks will be removed. 3.5 Snow Management Snow removal will only occur along the proposed access roads, parking spaces and walkways. Snow storage should not be in or adjacent to wetland areas nor block drainage to surface inlets (catch basins). 3.6 Inspections Inspections will be performed in accordance with the Massachusetts Department of Environmental Protection (MassDEP) Stormwater Handbook. Locations of each of the following features is provided in Figure 1 at the end of this document. The following items will be evaluated during each inspection: 3.6.1 Vegetated Surfaces All vegetative surfaces will be observed to identify locations of settlement, erosion and other impacts from the building and parking lot construction. 3.6.2 Deep-Sump, Hooded Catch Basins Deep sump catch basins should be inspected at least four times per year. The Visual inspection should ascertain that the catch basin is functioning properly (i.e. no blockages or obstructions to the outlet and/or hood) and to measure the amount of solid materials that have accumulated in the sump. This can be done with a calibrated dipstick, tape measure or other measuring instrument so that the depth of deposition in the sump can be tracked. Inspections should be completed visually from the ground level. If further investigation is warranted that requires entering the structure, all applicable Confined Space Entry safety regulations and procedures must be followed per 29 CFR 1910.146. Deep sump catch basins should be cleaned four times per year or whenever the depth of the sediment is greater than or equal to one half the depth from the bottom of the invert of the lowest pipe in the basin. Cleanings should also be conducted at the end of the foliage and snow-removal seasons. Clamshell buckets can be used to remove sediment. However, vacuum trucks will remove more trapped sediment, are more expedient, and are less likely to damage hoods on outlet pipes. Disposal of sediment removed from catch basins must be disposed of in accordance with local, state and federal requirements. 3.6.3 Surface Infiltration Basin Subsurface infiltration systems should be inspected bi-annually for standing water. If standing water is observed for longer than 72 hours, a pump should be placed in the basin and discharged through the outlet pipe. After the system is dewatered, it should be observed by a Professional Engineer. A Professional Engineer should provide an opinion as to why the infiltrations system is no draining and provide recommendations to restore infiltration capacity to the system. Additionally, subsurface infiltration systems shall be observed to identify depths of sediment and occurrence of debris which would impact functionality. Tighe&Bond Stormwater Management System Operation and Maintenance Plan 3-3 3.6.4 Bioretention Areas Rain Gardens (Bioretention Areas) should be inspected monthly for the first year, quarterly in subsequent years. Rain Garden areas will be observed for signs of erosion of side slopes, poor infiltration and vegetative health. Remove and replace dead vegetation twice per year in the spring and fall. Soil media shall be replaced in the event of poor infiltration (i.e. when full infiltration does not occur with 72 hours). Pretreatment devices shall be observed for sediment build up, structural damage and standing water. 3.6.5 Structural Water Quality Units Structural Water Quality Units (WQU) will be observed in accordance with manufacturer recommendations. Units are to be cleaned as directed by the manufacturer. 3.6.6 Stormwater System Outfalls System outfalls should be inspected twice a year as well as after every major storm, for slope integrity, soil moisture, vegetated health, soil stability, soil compaction, soil erosion, ponding and sediment accumulation. If the rip rap has been displaced, undermined or damaged, it should be replaced immediately. The channel immediately below the outlet should be checked to see that erosion is not occurring. The downstream channel will be kept clear of obstructions, such as fallen trees, debris, leaves and sediment that could change flow patterns and/or tailwater depths in pipes. Repairs must be carried out immediately to avoid additional damage to the outlet protection apron Inspections shall be logged using the Inspection Forms provided in Section 4. Tighe&Bond Stormwater Management System Operation and Maintenance Plan 4-1 Section 4 Operation and Maintenance Log Form Date: Person conducting Inspection: Reason for Inspection (Routine / Significant Rainfall): Stormwater Management System Components: Vegetated Surface Component inspected during this inspection Any Repair Necessary Other Comments Deep-Sump Hooded Catch Basins Component inspected during this inspection Any Repair Necessary Other Comments Infiltration Basins Component inspected during this inspection Any Repair Necessary Other Comments Bioretention Basins Component inspected during this inspection Any Repair Necessary Other Comments Structural Water Quality Units Component inspected during this inspection Any Repair Necessary Other Comments Culvert and Stone End Protection Component inspected during this inspection Any Repair Necessary Other Comments Tighe&Bond Stormwater Management System Operation and Maintenance Plan 5-2 Section 5 Estimated O&M Budget The following estimated O&M Budget includes the inspections and maintenance activities previously described on an annual basis. Maintenance Component Frequency Unit Cost Annual Cost Vegetated Surfaces 4 $100 $400 Driveway and Walkway Sweeping 4 $250 $1,000 Catch Basin Inspection 4 $250 $1,000 Catch Basin Sediment Removal 2 $2,000 $4,000 Structural Water Quality Units Inspection 12 $100 $1,200 Structural Water Quality Units Cleaning 4 $1,000 $4,000 Rain Garden Inspections 12 $100 $1,200 Rain Garden Maintenance 2 $500 $1,000 System Outfalls 2 $250 $500 Total Annual Estimated Budget $14,300 J:\H\H1363\Atwood North\Permits\Stormwater\December 2016\Appendix E - O&M\Stormwater_OM_Atwood North.docx DD D D DD DDDD D D D D D D 00 80'160' SCALE IN FEET GRAPHIC SCALE N ATWOOD NORTH DEVELOPMENT NORTHAMPTON, MASSACHUSETTS FIGURE 1 OPERATION & MAINTENANCE PLAN INSPECTION LOCATION PLAN Tighe&Bond www.tighebond.com SCALE: 1"=80'DATE: REV. MAY 2017 DEEP-SUMP CATCH BASINS BIORETENTION BASIN INFILTRATION BASINS BIORETENTION BASIN STRUCTURAL WATER QUALITY UNITS STRUCTURAL WATER QUALITY UNITS DEEP-SUMP CATCH BASINS APPENDIX F Draft Hospitality North Atwood Drive, Northampton Stormwater Pollution Prevention Plan Prepared For: Atwood Partners, LLC June 2016 DraftTable of Contents Tighe&Bond i Section 1 Introduction Section 2 Contract Information/Responsible Parties 2.1 Operator/ Subcontractor(s) ............................................................ 2-1 2.2 Stormwater Team ........................................................................ 2-2 2.3 Plan Contents .............................................................................. 2-2 Section 3 Site Evaluation, Assessment, and Planning 3.1 Project/ Site Information ............................................................... 3-1 3.2 Discharge Information ................................................................... 3-2 3.3 Nature of the Construction Activity .................................................. 3-2 3.4 Sequence and Estimated Dates of Construction Activities ................... 3-4 3.5 Allowable Non-Stormwater Discharges............................................. 3-5 3.6 Site Maps .................................................................................... 3-5 Section 4 Erosion and Sediment Controls 4.1 Natural Buffers or Equivalent Sediment Controls ............................... 4-1 4.2 Perimeter Controls ........................................................................ 4-1 4.3 Sediment Track-Out...................................................................... 4-1 4.4 Stockpiled Sediment or Soil ........................................................... 4-1 4.5 Minimize Dust .............................................................................. 4-2 4.6 Other Stormwater Controls ............................................................ 4-2 4.7 Site Stabilization .......................................................................... 4-2 4.7.1 Seeding ............................................................................ 4-3 4.7.2 Mulching ........................................................................... 4-3 4.7.3 Erosion Control Mats or Blankets........................................... 4-3 Section 5 Pollution Prevention Standards 5.1 Potential Sources of Pollution ......................................................... 5-1 5.2 Spill Prevention and Response ........................................................ 5-1 5.3 Fueling and Maintenance of Equipment or Vehicles ............................ 5-1 5.4 Washing of Equipment and Vehicles ................................................ 5-2 5.5 Storage, Handling, and Disposal of Construction Products, Materials, and Wastes ....................................................................................... 5-2 5.5.1 Building Products ................................................................ 5-2 5.5.2 Pesticides, Herbicides, Insecticides, Fertilizers, and Landscaping Materials ........................................................................... 5-2 5.5.3 Diesel Fuel, Oil, Hydraulic Fluids, Other Petroleum Products, and Other Chemicals ................................................................. 5-3 5.5.4 Hazardous or Toxic Waste .................................................... 5-3 5.5.5 Construction and Domestic Waste ......................................... 5-3 5.5.6 Sanitary Waste .................................................................. 5-3 DraftTable of Contents Tighe&Bond ii 5.6 Washing of Applicators and Containers used for Paint, Concrete or Other Materials ..................................................................................... 5-4 Section 6 Inspection and Corrective Action 6.1 Delegation of Authority ................................................................. 6-1 6.2 Inspection Personnel and Procedures .............................................. 6-1 6.3 Corrective Action .......................................................................... 6-2 6.4 SWPPP Modifications ..................................................................... 6-3 Section 7 Training Section 8 Documentation of Compliance with Other Federal Requirements 8.1 Endangered Species Protection ....................................................... 8-1 8.2 Historic Preservation ..................................................................... 8-1 8.3 Safe Drinking Water Act Underground Injection Control Requirements . 8-2 8.4 State Requirements ...................................................................... 8-3 Section 9 Certification and Notification 9.1 Notice of Intent (NOI) ................................................................... 9-1 9.2 Notice of Termination (NOT) .......................................................... 9-1 \\Srv\Projects\H\H1363\Atwood North\Permits\SWPPP\SWPPP-Atwood.doc DraftTable of Contents Tighe&Bond iii Appendices A Site Maps B NOI and EPA Authorization Email C Inspection Forms D Corrective Action Forms E SWPPP Amendment Log F Subcontractor Certifications/Agreements G Sequence of Major Activities H Training Log I Delegation of Authority J Discharge Information K Endangered Species and Historic Preservation Documentation L Hazardous Material Spill Log DraftTighe&Bond Stormwater Pollution Prevention Plan 1-1 Section 1 Introduction This Stormwater Pollution Prevention Plan (SWPPP) has been prepared in accordance with the guidelines for the National Pollutant Discharge Elimination System (NPDES) Construction General Permit for Stormwater Discharges from Construction Activity (2012, USEPA). The SWPPP addresses the Hospitality North Project. Site maps for the project are attached in Appendix A. The Construction General Permit (CGP), for which this SWPPP was prepared, authorizes the discharge of stormwater pollution from construction activities in accordance with specified terms and conditions. All construction projects that propose to disturb one (1) or more acres of land must comply with the CGP. A construction project that is part of a larger common plan that will ultimately disturb one or more acres of land must also comply. Compliance with the CGP is achieved by (1) developing and implementing a SWPPP; (2) completing, certifying and submitting a Notice of Intent (NOI) to the Environmental Protection Agency (EPA); and (3) reading and complying with the requirements contained in the CGP. Compliance with the CGP and its Standard Permit Conditions is the responsibility of the site Operators. An Operator is any party associated with a construction project that meets either of the following two criteria: The party has operational control over construction plans and specifications, including the ability to make modifications to those plans and specifications; or The party has day-to-day operational control of those activities at a project which are necessary to ensure compliance with a SWPPP for the site or other permit conditions (e.g., they are authorized to direct workers at a site to carry out activities required by the SWPPP or comply with other permit conditions). The Operators have been identified under Section 2.1. Each Operator shall identify at least one person from the companies that will be responsible complying with the CGP and SWPPP. The NPDES CGP and SWPPP must be kept on file at the Project field office. The SWPPP will be kept current and shall be amended according to the conditions described in the CGP. A sign or other notice shall be posted conspicuously at a safe, publicly accessible location in close proximity of the project site. At a minimum, the notice shall include the NPDES Permit tracking number and a contact name and phone number for obtaining additional project information. DraftTighe&Bond Stormwater Pollution Prevention Plan 2-1 Section 2 Contract Information/Responsible Parties 2.1 Operator/ Subcontractor(s) Operator: Company or Organization Name: Associated Building Wreckers Name: Fred VanDerhoff Address: 352 Albany Street City, State, Zip: Springfield, MA, 01105 Telephone Number: 413-732-3179 Fax/Email: fred@buildingwreckers.com Area of Control Will serve both as: Owner – Operational control of project plans and specifications and General Contractor – Day-to-day operational control of the project site activities Emergency 24 Hour Contact: Company or Organization Name: Associated Building Wreckers Name: Telephone Number: Fred VanDerhoff 413-732-3179 Subcontractor(s): All subcontractors to complete Subcontractor Certification/Agreements in Appendix F. Completed copies shall be maintained in Appendix F. Company or Organization Name: To be determined Name: Address: City, State, Zip: Telephone Number: Fax/Email: Area of Control*: [Repeat as necessary] DraftSection 2 Contract Information/Responsible Parties Tighe&Bond Stormwater Pollution Prevention Plan 2-2 2.2 Stormwater Team The duties of these personnel include one or more the following: 1. Prepare the draft SWPPP 2. Finalize the SWPPP 3. Submit NOI 4. Implement the SWPPP 5. Oversee maintenance practices identified in Sections 4 and Section 5 in the SWPPP 6. Conduct or provide for inspection and monitoring activities 7. Identify other potential pollutant sources make sure that they are added to the plan 8. Identify any amendments to the SWPPP necessitated by field conditions and make sure they are implemented 9. Ensure that and design changes during construction are addressed in the SWPPP Role or Responsibility: 1-3 Company: Tighe & Bond, Inc. Name: Brian S Huntley, P.E. Telephone Number: 413-562-1600 Email: BSHuntley@tighebond.com Role or Responsibility: 4-9, “Stormwater Manager” Company: Name: Telephone Number: Email: Associated Building Wreckers Fred VanDerhoff 413-732-3179 fred@buildingwreckers.com 2.3 Plan Contents This SWPPP was developed for the Hospitality North Project in Northampton, Massachusetts. Referenced documents within the narrative, although under separate covers, are considered inclusive to this SWPPP and will be retained on site. DraftTighe&Bond Stormwater Pollution Prevention Plan 3-1 Section 3 Site Evaluation, Assessment, and Planning 3.1 Project/ Site Information Project Name and Address Project/Site Name: Hospitality North, Northampton Massachusetts Project Street/Location: Atwood Drive City: Northampton State: Massachusetts ZIP Code: 01060 County or Similar Subdivision: Hampden Project Latitude/Longitude Latitude: Longitude: 42° 18’ 14.15” N 72° 37' 27.36'' W (degrees, minutes, seconds) Method for determining latitude/longitude: USGS topographic map (specify scale: ) EPA Web site GPS Other (please specify): Google Earth Horizontal Reference Datum: NAD 27 NAD 83 or WGS 84 Unknown ____________________________ Additional Project Information Is the project/site located on Indian country lands, or located on a property of religious or cultural significance to an Indian tribe? Yes No Are earth-disturbing activities in response to a public emergency? Yes No Are you applying for permit coverage as a “federal operator” as defined in Appendix A of the 2012 CGP? Yes No DraftSection 3 Site Evaluation, Assessment, and Planning Tighe&Bond Stormwater Pollution Prevention Plan 3-2 3.2 Discharge Information Does your project/site discharge stormwater into a Municipal Separate Storm Sewer System (MS4)? Yes No Are there any surface waters that are located within 50 feet of your construction disturbances? Yes No Under existing conditions, stormwater runoff from the site flows in two general directions. A portion of the runoff flows to the west of the site to the wetland resource area (Design Point 1; DP-1). Contributing to this Design Point includes flows collected by the stormwater collection system in Atwood Drive. This collection system is also the conveyance mechanism for a portion of the on-site stormwater flows from parking area collection points. The remaining portion of the site conveys stormwater runoff to the north, and discharges off-site through paved swales (Design Point 2; DP-2). Under post development conditions, stormwater runoff for the majority of the proposed parking area sheet flows to grassed channels located between parking bays. Deep-sump, hooded catch basins collect stormwater from the channels and convey discharges to a WQU and ultimately to an infiltration basin. Other areas of the site use bioretention areas to treat stormwater runoff prior to discharge to the municipal collection system in Atwood Drive or the infiltration basin. The project is located within the Connecticut River Watershed. According to the Massachusetts Year 2014 List of Integrated Waters, the Oxbow downstream of the project is listed as a Category 5 Water. This categorization indicates that the water body is impaired or threatened and requires a Total Maximum Daily Load (TMDL). The impairment for this section of the Oxbow is non-native aquatic plants and turbidity. The project will not result in post-development peak discharge rates that exceed pre- development rates for all storm events. The Massachusetts Year 2014 List of Integrated Waters documentation is provided in Appendix J. 3.3 Nature of the Construction Activity General Description of Project The project will include the redevelopment of the two parcels of land on Atwood Drive that are currently occupied by the Clarion Hotel. The current project includes only demolition of the former Clarion Hotel building and removal of the foundations. Size of Construction Project Total size of the property (in acres): 7.8 acres Total area expected to be disturbed by the construction activities (in acres): 1.5 acres The maximum area expected to be disturbed at any one time (in acres): 1.5 acres Construction Support Activities Construction staging will be located within the limit of the existing building footprint. Temporary Soil Stockpiles DraftSection 3 Site Evaluation, Assessment, and Planning Tighe&Bond Stormwater Pollution Prevention Plan 3-3 Location: N/A (Address and/or Latitude/Longitude) Description: Contact information for construction support activity: Name: Telephone No: Email: Equipment Parking/Storage Area Location: Atwood Drive, Northampton, MA (Address and/or Latitude/Longitude) Description: Contact information for construction support activity: Name: Telephone No: Email: DraftSection 3 Site Evaluation, Assessment, and Planning Tighe&Bond Stormwater Pollution Prevention Plan 3-4 3.4 Sequence and Estimated Dates of Construction Activities The Operator(s) shall complete the Sequence of Major Activities form in Appendix G prior to beginning work to describe the intended timing of major activities. Activities include but are not limited to: Commencement and duration of construction activities, including demolition of existing building and regrading of grade beneath concrete foundations to a “bowl” for stormwater retention. Final or temporary stabilization of areas of exposed soil (note, the dates for stabilization must reflect the applicable deadlines to which the project is subject to in Part 2.2.1, see Section 4.13 of the CGP) Removal of temporary stormwater control measures, removal of construction equipment and vehicles, and cessation of any pollutant-generating activities The form shall be kept current during the duration of the project including completing the actual timing of work. For guidance, a general sequence for the project is described as follows and shall be revised and added to as Operator(s) find appropriate to the Sequence of Major Activities form: Install Silt Sacks in existing on site catch basins surrounding the building. Demolish and remove building from site Regrade existing solis beneath foundation on site Begin temporary mulching as needed. Inspect and maintain all erosion and sediment control measures. Remove trapped sediments from collector devices as appropriate and then remove temporary erosion control measures. To the extent possible, the project shall be phased to minimize the total amount of earth disturbance at any one time. DraftSection 3 Site Evaluation, Assessment, and Planning Tighe&Bond Stormwater Pollution Prevention Plan 3-5 3.5 Allowable Non-Stormwater Discharges List of Allowable Non-Stormwater Discharges Present at the Site Type of Allowable Non-Stormwater Discharge Likely to be Present at Your Site? Discharges from emergency fire-fighting activities YES NO Fire hydrant flushings YES NO Landscape irrigation YES NO Waters used to wash vehicles and equipment YES NO Water used to control dust YES NO Potable water including uncontaminated water line flushings YES NO Routine external building wash down YES NO Pavement wash waters YES NO Uncontaminated air conditioning or compressor condensate YES NO Uncontaminated, non-turbid discharges of ground water or spring water YES NO Foundation or footing drains YES NO Construction dewatering water YES NO 3.6 Site Maps See Appendix A for Site Location Maps and Construction Documents. The following list of items must be added to or updated on the Maps and/or Sediment and Erosion Control Plan(s) by the Operator(s) on site, if applicable: Material and equipment storage areas including stockpiles Locations of construction support activities, if any Locations where stormwater or allowable non-stormwater will be discharged to the surface waters (wetlands) Locations of major structural controls (BMPs) and stabilization practices (both temporary and permanent) Areas that have reached final stabilization Locations of all potential pollutant-generating activities, including but not limited to: o Portable toilets o Waste storage areas (dumpsters, chemical and other liquid storage areas, etc.) o Designated area for onsite vehicle/equipment maintenance o Designated area for onsite vehicle/equipment washout o Designated area for onsite concrete truck washout DraftSection 3 Site Evaluation, Assessment, and Planning Tighe&Bond Stormwater Pollution Prevention Plan 3-6 o Designated area for onsite washout and cleanout of any chemicals, waste materials or construction materials o Updates regarding controls used to reduce pollutants from construction or waste materials expected to be stored on site. This was not intended to be an inclusive list and the Operator(s) is/are directed to the CGP for more information. Conditions on-site may vary and the Operator(s) may make changes during construction. Changes on site during the course of construction must be updated not only in the SWPPP but on the Maps and Sediment and Erosion Control Plan(s). DraftTighe&Bond Stormwater Pollution Prevention Plan 4-1 Section 4 Erosion and Sediment Controls 4.1 Natural Buffers or Equivalent Sediment Controls Are there any surface waters within 50 feet of your project’s earth disturbances? YES NO 4.2 Perimeter Controls General For the demolition project, the erosion controls will consist of silt sacks installed in the existing catch basins on the site within the paved areas. Installation Temporary erosion control measures shall be installed prior to the start of any earth disturbing activities. Maintenance Requirements Barriers shall be inspected immediately after each rainfall and at least daily during prolonged rainfall. They shall be repaired if there are any signs of erosion or sedimentation below them, any repairs shall be made immediately. If there are signs of undercutting at the center or the edges, or impounding of large volumes of water behind them, sediment barriers shall be replaced with a temporary check dam. Sediment deposits should be removed after each storm event. They must be replaced when deposits reach approximated 1/3 the capacity of the barrier. 4.3 Sediment Track-Out General It is the site contractor/project manager’s responsibility to take measures to prevent tracking of sediment from the project site from utility trenches, access road and PV array areas. A street sweeping apparatus shall be used as necessary to minimize the track-out of sediment onto off-site streets and other paved areas from vehicles exiting your construction site. 4.4 Stockpiled Sediment or Soil General Temporary soil stockpiles shall be surrounded by hay bales and silt fence and, if additional erosion control is needed, be stabilized by temporary erosion control seeding. Stockpiles are to be located as far as possible from any surface water. Specific Stockpile Controls Description DraftSection 4 Erosion and Sediment Controls Tighe&Bond Stormwater Pollution Prevention Plan 4-2 Temporary stockpiles of roadway material soil are anticipated at the material storage location. Installation Sediment and erosion controls, and/or cover shall be used on stockpiles to minimize the discharge of sediment or soil particles from discharging to any surface water. Temporary stabilization with seeding shall be used if perimeter controls and/or cover are not sufficient. Maintenance Requirements Do not hose down or sweep soil or sediment accumulated on pavement or other impervious surfaces into any stormwater conveyance (unless connected to a sediment basin, sediment trap, or similarly effective control), storm drain inlet, or surface water. 4.5 Minimize Dust General The contactor shall be responsible to control dust throughout the construction period. Dust control methods shall include, but be not limited to sprinkling water on exposed areas, covering loaded dump trucks leaving the site, and temporary mulching. Dust control measures shall be utilized so as to prevent the migration of dust from the site to abutting areas. Specific Dust Controls Description No specific dust concerns are anticipated. Installation Dust control shall be provided as needed. Maintenance Requirements Dust control methods shall include, but be not limited to sprinkling water on exposed areas, covering loaded dump trucks leaving the site, and temporary mulching. 4.6 Other Stormwater Controls No other stormwater controls are proposed. 4.7 Site Stabilization General Initiate site stabilization measures immediately whenever earth-disturbing activities have permanently or temporarily ceased and will not resume for a period of 14 days or more on any portion of the site per CGP Part 2.2. DraftSection 4 Erosion and Sediment Controls Tighe&Bond Stormwater Pollution Prevention Plan 4-3 Complete the stabilization activities as specified in CGP Parts 2.2.1.2a and/or 2.2.1.2b within 14 days after the permanent or temporary cessation of earth-disturbing activities. Only use the following stabilization practices if you are not located in an arid, semi-arid, or drought-stricken area. 4.7.1 Seeding Vegetative Non-Vegetative Temporary Permanent Description For temporary or permanent stabilization. Installation When construction has temporarily or permanently ceased seeding shall occur immediately. Permanent seeding shall occur on any non-jurisdictional, graded or cleared upland area which has been completed as designed or will not be brought to final grade for 12 months or more. Maintenance Requirements Periodic inspections shall occur once a week and after every rainstorm 0.25 inches or greater until a minimum of 70% of the soil surface is covered by vegetation. 4.7.2 Mulching Vegetative Non-Vegetative Temporary Permanent Description For temporary or permanent stabilization. Installation When construction will temporarily or permanently ceased mulching shall occur immediately over seeding, as required, for erosion control while vegetation is being established. Permanent mulching shall be used to stabilize chronic erosion areas which receive heavy foot or vehicle traffic. Not intended for areas of concentrated flows. Maintenance Requirements Periodic inspections shall occur once a week or after every rainstorm 0.25 inches or greater. 4.7.3 Erosion Control Mats or Blankets Vegetative Non-Vegetative Temporary Permanent Description of Practice DraftSection 4 Erosion and Sediment Controls Tighe&Bond Stormwater Pollution Prevention Plan 4-4 Organic or synthetic materials applied to the soil surface as a continuous sheet. Used to protect disturbed areas from erosion and to enhance seed growth, typically where moving water is likely to wash out new vegetative plantings and mulches are ineffective. Commonly used techniques include Erosion control blankets which are made of mulch material surrounded by a plastic netting, Jute mats which are sheets of woven jute fiber, and Turf reinforcement matting which is usually a geotextile matrix most effective for channels. Maintenance Requirements Maintain or replace as needed to stabilize area. DraftTighe&Bond Stormwater Pollution Prevention Plan 5-1 Section 5 Pollution Prevention Standards 5.1 Potential Sources of Pollution Construction Site Pollutants Pollutant-Generating Activity Pollutants or Pollutant Constituents (that could be discharged if exposed to stormwater) Location on Site (or reference SWPPP site map where this is shown) Demolition Activities Soil particals and fines Where ground disturbance is proposed General Construction Areas Petroleum, concrete, vehicle fluids, paints, solvents Where construction is proposed Solid waste storage Construction debris, trash In dumpster locations Portable toilets Sewage Where portable toilets are located Staging areas Sediment, gasoline, fuel oil, concrete, vehicle fluids, paints, solvents, fertilizers, adhesives, antifreeze/coolant, hydraulic oil/fluid, etc. 5.2 Spill Prevention and Response Manufacturer’s recommended methods for cleanup will be clearly posted and site personnel will be made aware of the procedures and the location of the information and clean up supplies. Materials and equipment necessary for spill cleanup will be kept in the material storage areas on site. Equipment and materials will include but not be limited to brooms, dustpans, mops, rags, gloves, goggles, kitty litter, sand, sawdust and plastic or metal trash containers specifically for this purpose. All spills will be cleaned up immediately after discovery. The spill area will be kept well ventilated and personnel will wear appropriate protective clothing to prevent injury from contact with hazardous substances. Spills of toxic or hazardous material will be reported to the appropriate state or local government agency regardless of size. The Spill Prevention Plan will be adjusted to include measures to prevent this type of spill from recurring and how to cleanup the spill if it recurs. A description of the spill, its cause and the cleanup measures will be included. The site superintendent responsible for day to day operations will be the spill prevention and cleanup coordinator. 5.3 Fueling and Maintenance of Equipment or Vehicles General DraftSection 5 Pollution Prevention Standards Tighe&Bond Stormwater Pollution Prevention Plan 5-2 Efforts shall be made to perform equipment/vehicle fueling and maintenance off-site. If fueling and/or maintenance of equipment of vehicles is performed on site, the following pollution prevention practices must be provided. Specific Pollution Prevention Practices Site contractor/project manager shall provide an onsite vehicle fueling and maintenance area that is clean and dry. If possible keep area covered. Keep a spill kit at the fueling and maintenance area. Vehicles shall be inspected regularly for leaks and damage. Use drip pans, drip cloths or absorbent pads when replacing spent fluid. 5.4 Washing of Equipment and Vehicles General Efforts shall be made to perform equipment/vehicle washing and maintenance off-site. If washing of equipment and vehicles is performed on site the following pollution prevention practices must be provided to minimize the discharge of pollutants. Specific Pollution Prevention Practices Site contractor/project manager shall provide a proper washing area. Discharges from washing areas shall be infiltrated or diverted into sanitary sewer system unless no soaps or detergents are used. If soaps, detergents or solvents are stored onsite, cover must be provided to prevent these detergents from coming into contact with rainwater. 5.5 Storage, Handling, and Disposal of Construction Products, Materials, and Wastes 5.5.1 Building Products Site contractor/project manager shall designate a waste collection area on the site that does not receive a substantial amount of runoff from upland areas and does not drain directly to a water body. Ensure that containers have lids so they can be covered before periods of rain, and keep containers in a covered area whenever possible. Schedule waste collection to prevent the containers from overfilling. Clean up spills immediately. For hazardous materials, follow cleanup instructions on the package. Use an absorbent material such as sawdust or kitty litter to contain the spill. Collect, remove, and dispose of all construction site wastes at authorized disposal areas. 5.5.2 Pesticides, Herbicides, Insecticides, Fertilizers, and Landscaping Materials Store new and used materials in a neat, orderly manner in their appropriate containers in a covered area. If storage in a covered area is not possible, the DraftSection 5 Pollution Prevention Standards Tighe&Bond Stormwater Pollution Prevention Plan 5-3 materials shall be covered with polyethylene or polypropylene sheeting to protect them from the elements. Storage area should include precautions to contain any potential spills. Immediately contain and clean up any spills with absorbent materials. 5.5.3 Diesel Fuel, Oil, Hydraulic Fluids, Other Petroleum Products, and Other Chemicals Store new and used petroleum products for vehicles in a neat, orderly manner in their appropriate containers in a covered area. If storage in a covered area is not possible, the materials shall be covered with polyethylene or polypropylene sheeting to protect them from the elements. Storage area should include precautions to contain any potential spills. Immediately contain and clean up any spills with absorbent material. Have equipment available in fuel storage areas and in vehicles to contain and clean up any spills that occur. 5.5.4 Hazardous or Toxic Waste Store new and used materials in a neat, orderly manner in their appropriate containers in a covered area. If storage in a covered area is not possible, the materials shall be covered with polyethylene or polypropylene sheeting to protect them from the elements. Storage areas should include precautions to contain any potential spills. Immediately contain and clean up any spills with absorbent materials. Have equipment available in fuel storage areas and in vehicles to contain and clean up any spills that occur. To prevent leaks, empty and clean hazerdous waste containers before disposing of them. Never remove the original product label from the container because it contains important safety information. Follow the manufacturer's recommended method of disposal, which should be printed on the label. Never mix excess products when disposing of them, unless specifically recommended by the manufacturer. 5.5.5 Construction and Domestic Waste All materials shall be collected and stored in securely lidded receptacles, no construction waste materials will be buried. Clean up immediately if containers overflow. 5.5.6 Sanitary Waste Portable sanitary units will be provided throughout the course of the project for use by the site contractor/project manager’s employees. A licensed sanitary waste management contractor will regularly collect all sanitary waste from the portable units. Position portable toilets so that they are secure and will not be tipped or knocked over. DraftSection 5 Pollution Prevention Standards Tighe&Bond Stormwater Pollution Prevention Plan 5-4 5.6 Washing of Applicators and Containers used for Paint, Concrete or Other Materials The contractors should be encouraged where possible, to use washout facilities at their own plant or dispatch facility from stucco, paint, concrete, form release oils, curing compounds, and other construction materials. If washout of these materials in done on site: o Direct all washwater into a leak-proof container or leak-proof pit. The container or pit must be designed so that no overflows can occur due to inadequate sizing or precipitation. o Handle washout or cleanout wastes as follows: Dispose of liquid wastes in accordance with applicable requirements in CGP Part 2.3.3.3. Remove and dispose of hardened concrete waste consistent with your handling of other construction wastes in Section 5.5. o Attempts should be made to locate washout area as far away as possible from surface waters and storwmater inlets or conveyances, and to the extent practicable, designate areas to buse for these activities and conduct such activities only in these areas. Inspect washout facilities daily to detect leaks or tears and to identify when materials need to be removed. DraftTighe&Bond Stormwater Pollution Prevention Plan 6-1 Section 6 Inspection and Corrective Action 6.1 Delegation of Authority The Operator, for this SWPPP the Contractor(s) responsible for implementation of the SWPPP, shall designate a qualified environmental professional knowledgeable: in the principles and practices of erosion and sediment controls and pollution prevention, who possesses the skills to assess conditions at the construction site that could impact stormwater quality, and has the skills to assess the effectiveness of any stormwater controls selected and installed to meet the requirements of this permit. This designated person will be the “Stormwater Manager.” The Stormwater Manager shall complete the Delegation of Authority forms, as needed. See Appendix I for Delegation of Authority. 6.2 Inspection Personnel and Procedures Personnel Responsible for Inspectsions The “Stormwater Manager” shall be responsible for conduction site inspections, completing inspection reports, signing inspection reports, and maintaining current copies of all inspection reports on site or at an easily accessible location. Inspection Frequency For non-impaired/high water quality: Inspections shall be conducted weekly or within 24-hours of a rain event of 0.25 inches or greater. o If there is a storm event that continues for multiple days, and each day of the storm produces 0.25 inches or more of rain, an inspection must be conducted within 24 hours of the first day of the storm and within 24 hours after the end of the storm. For storm events occurring on a Friday or a non-work day, inspections must be conducted on the next work day. o Rain event information shall be based on a properly maintained rain gauge on your site, or obtained from a weather station that is representative of the site location (address of the weather station must be recorded in the SWPPP). The rainfall amount that triggered the inspection shall be recorded on the inspection form. Reduced Frequency - Inspections of all but erosion control barriers may be reduced from weekly to monthly in whole areas that have been temporarily stabilized or where runoff is unlikely due to winter conditions. Inspection Requirements Inspections must ensure that all erosion and sediment controls remain in effective operating condition. Inspection must include all erosion and sediment controls in use and must be documented on the Inspection Report Forms. DraftSection 6 Inspection and Corrective Action Tighe&Bond Stormwater Pollution Prevention Plan 6-2 If a problem is found during the course of an inspection, the inspector must take necessary steps to replace, repair, maintained or modify according to the corrective action schedule found under Section 6.3. If discharge of stormwater is occurring during an inspection, the location and quality of the discharge shall be noted as well as the effectiveness of erosion and sediment controls. Inspection Report Forms Inspection forms are located in Appendix C. The inspector is to copy blank forms, fill out, and place in Appendix C of this report within 24 hours of the inspection. 6.3 Corrective Action Personnel Responsible for Corrective Actions The “Stormwater Manager” shall be responsible for completing Corrective Actions, completing Corrective Action Reports as outline in the CGP and below, and maintaining current copies of all inspection reports on site or at an easily accessible location. A Correction Action is an action taken to: Repair, modification, replacement of any stormwater controls used at the site; Clean up and proper disposal of spills, releases, or other deposits; or Remedy a permit violation. Corrective Action Requirements When a problem with the erosion or sediment controls is encountered, necessary repairs or modifications must be must be completed within one work day upon discovery of erosion and sediment controls needing to be replaces or repaired. Should significant repairs or additional controls be required, new or modified controls must be in place within 7 days. Where a corrective action results in changes to any of the stormwater controls or procedures it must be documented in the SWPPP within 7 days of completing the corrective action. If it is determined that the stormwater controls as installed and maintained are not effective enough for the discharge the EPA regional office must be notified by the end of the next calendar day. Notification shall also be though the EPA’s electronic NOI system. Corrective Action Report For each corrective action taken, a Corrective Action Report, located in Appendix D, must be completed and placed in Appendix D. Within 24 hours of discovering the occurrence of condition requiring corrective action, a report must be completed that includes: Which condition was identified at the site; The nature of the conditions identified; The date and time of the condition identified and how it was identified; DraftSection 6 Inspection and Corrective Action Tighe&Bond Stormwater Pollution Prevention Plan 6-3 Within 7 days of discovering the occurrence of condition requiring corrective action, a report must be completed that includes: Any follow-up actions taken to review the design, installation, and maintenance of stormwater controls, including the dates of such actions occurred; A summary of stormwater control modifications taken or to be taken, including a schedule of activities necessary to implement changes, and the date the modifications are completed or expected to be completed; and Notice of whether SWPPP modifications are required as a result of the condition identified or corrective action. 6.4 SWPPP Modifications SWPPP modifications are required pursuant to CGP Part 7.4.1 in the following circumstances: Whenever new operators become active in construction activities on your site, or you make changes to your construction plans, stormwater control measures, pollution prevention measures, or other activities at your site that are no longer accurately reflected in your SWPPP To reflect areas on your site map where operational control has been transferred (and the date of transfer) since initiating permit coverage If inspections or investigations determine that SWPPP modifications are necessary for compliance with this permit Where EPA determines it is necessary to impose additional requirements on your discharge; and To reflect any revisions to applicable federal, state, tribal, or local requirements that affect the stormwater control measures implemented at the site. SWPPP changes shall be recorded on the SWPPP Amendment Log in Appendix E within 7 days following the occurrence of any of the above circumstances. DraftTighe&Bond Stormwater Pollution Prevention Plan 7-1 Section 7 Training The following personnel, at a minimum, must receive training: Personnel who are responsible for the design, installation, maintenance, and/or repair of stormwater controls (including pollution prevention measures). Personnel responsible for the application and storage of treatment chemicals. Personnel who are responsible for conducting stormwater inspections. Personnel who are responsible for taking corrective actions as required. At a minimum the required personnel must be trained to understand the following if related to the scope of their job duties: The location of all stormwater controls on the site required by this permit, and how they are to be maintained. The proper procedures to follow with respect to the permit’s pollution prevention requirements. When and how to conduct inspections, record applicable findings, and take corrective actions. Those trained should be listed out individually in the table below and training shall be documented using a Training Log form found in Appendix H. A copy of the completed Training Logs shall be kept in Appendix H. TABLE 7-1 Documentation for Completion of Training Name Date Training Completed (attach additional pages as necessary) DraftTighe&Bond Stormwater Pollution Prevention Plan 8-1 Section 8 Documentation of Compliance with Other Federal Requirements 8.1 Endangered Species Protection Eligibility Criterion Under which criterion listed in Appendix D of the 2012 CGP are you eligible for coverage under this permit? A B C D E For reference purposes, the eligibility criteria listed above are further described in Appendix D of the 2012 CGP Supporting Documentation For criterion A, indicate the basis for your determination that no federally-listed threatened or endangered species or their designated critical habitat(s) are likely to occur in your site’s action area (as defined in Appendix A of the permit). Check the applicable source of information you relied upon: Specific communication with staff of the U.S. Fish & Wildlife Service or National Marine Fisheries Service. Date: ________ Contact Name: _________ Publicly available species list. Document or Website Citation: Endangered Species Review/ Consultation website: http://www.fws.gov/newengland/pdfs/MA%20species%20by%20town.pdf Other source: GIS Mapping The U.S. Fish and Wildlife Service, New England Field Office, website specifies that there are federally-listed threatened or endangered species or their designated critical habitat(s) in Essex County. However, a GIS map has been attached in Appendix A, Figure 2, which shows there are no MESA-listed species in the project area under the Massachusetts National Heritage & Endangered Species Program. Since all Federally Listed species are listed by the state it was concluded that there are no Federally Listed species in the site’s action area. 8.2 Historic Preservation Follow the screening process in Appendix E of the permit for determining whether your installation of subsurface earth-disturbing stormwater controls will have an effect on historic properties. 2012 CGP Appendix E, Step 1 Do you plan on installing any of the following stormwater controls at your site? YES NO DraftSection 8 Documentation of Compliance with Other Federal Requirements Tighe&Bond Stormwater Pollution Prevention Plan 8-2 Check all that apply below, and proceed to Appendix E, Step 2. Dike Berm Catch Basin Pond Stormwater Conveyance Channel (e.g., ditch, trench, perimeter drain, swale, etc.) Culvert Other type of ground-disturbing stormwater control: 2012 CGP Appendix E, Step 2 If you answered yes in Step 1, have prior surveys or evaluations conducted on the site already determined that historic properties do not exist, or that prior disturbances at the site have precluded the existence of historic properties? YES NO If yes, no further documentation is required for Section 3.2. If no, proceed to Appendix E, Step 3. 2012 CGP Appendix E, Step 3 If you answered no in Step 2, have you determined that your installation of subsurface earth-disturbing stormwater controls will have no effect on historic properties? YES NO If yes, provide documentation of the basis for your determination: The Massachusetts Cultural Resource Information System, MACRIS, was searched for historical resources at the site and none were found. A figure depicting the results of the MACRIS search has been provided in Appendix K. 8.3 Safe Drinking Water Act Underground Injection Control Requirements Do you plan to install any of the following controls? Check all that apply below. Infiltration trenches (if stormwater is directed to any bored, drilled, driven shaft or dug hole that is deeper than its widest surface dimension, or has a subsurface fluid distribution system) Commercially manufactured pre-cast or pre-built proprietary subsurface detention vaults, chambers, or other devices designed to capture and infiltrate stormwater flow DraftSection 8 Documentation of Compliance with Other Federal Requirements Tighe&Bond Stormwater Pollution Prevention Plan 8-3 Drywells, seepage pits, or improved sinkholes (if stormwater is directed to any bored, drilled, driven shaft or dug hole that is deeper than its widest surface dimension, or has a subsurface fluid distribution system) There are no controls to be installed as part of this project as identified in the 2012 CPG Part 7.2.14.3. 8.4 State Requirements (where applicable) The project has been designed to comply with the following state requirements: 1) State Water Quality Statues, Regulations, and Policies; 2) Massachusetts Clean Waters Act (Ch. 21, ss. 23-56) 3) Surface Water Quality Standards (314 CMR 3.00) 4) Surface Water Discharge Permit Program (310 CMR 3.00) 5) Wetlands Protection Act, Ch. 131 s. 40 and its regulations, 310 CRM 10.00 and any Order of Conditions issued by a Conservation Commission or a Superseding Order of Conditions issued by the DEP; 6) DEP stormwater management standards (where applicable), as prescribed by state regulations promulgated under the authority of the Massachusetts Clean Waters Act, MGL Ch. 21, ss23-56 and the Wetlands Protection Act Ch. 131, s. 40; 7) Other State Environmental Laws, Regulations, Policies: a. Massachusetts Endangered Species Act (“MESA”) (MGL Ch. 313A and regulations at 321 CMR 10.00) and any actions undertaken to comply with this stormwater permit, shall not result in non-compliance with the MESA. b. The Operator must not conduct activities under this permit that will interfere with the implementation of mosquito control work conducted in accordance with Chapter 252 including, s. 5A thereunder and DEP Guideline number BRP G01-02, West Nile Virus Application of Pesticides to Wetland Resource Areas and Buffer Zones, and Public Water Systems. c. Other DEP Directives: i. The DEP may require the Operator to perform water quality monitoring during the permit term if monitoring is necessary for the protection of public health or the environment as designated under the authority at 314 CMR 3.00. ii. The DEP may require the Operator to provide measurable verification of the effectiveness of BMPs and other control measures in your management program, including water quality monitoring. iii. The DEP has determined that compliance with this permit does not protect the Operator from enforcement actions deemed necessary by the DEP under its associated regulations to address an imminent threat to the public health or a significant adverse environmental impact which results in a violation of the Massachusetts Clean Waters Act, Ch. 21, ss. 26-53. DraftSection 8 Documentation of Compliance with Other Federal Requirements Tighe&Bond Stormwater Pollution Prevention Plan 8-4 iv. The DEP has the right to modify its 401 Water Quality Certification if any changes, modifications or deletion are made to the general permit. In addition, the Department reserves the right to add and/or alter the terms and conditions of its 401 Water Quality Certification to carry out its responsibilities during the term of this permit with respect to water quality, including any revisions to 314 CRM 4.00, Surface Water Quality Standards. 8) Permit Compliance Should any violation of the Massachusetts Surface Water Quality Standards (314 CMR 4.00) or the conditions of this certification occur, the DEP may direct the Operator to correct the violation(s). The DEP also has the right to take any action as authorized by the General Laws of the commonwealth to address the violation of this permit or the Massachusetts Clean Waters Act and the regulation promulgated thereunder. Substantial civil and criminal penalties are authorized under MGL Ch. 21, s. 42 for discharging into Massachusetts’ waters in violation of an order or permit issued by this Department. This certification does not relieve the Operator of the duty to comply with other applicable Massachusetts Statues and regulations. DraftTighe&Bond Stormwater Pollution Prevention Plan 9-1 Section 9 Certification and Notification I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Name Title Signature Date Note: this certification must be re-signed in the event of SWPPP Modification. 9.1 Notice of Intent (NOI) After completion of the SWPPP and the above certification, the NOI must be submitted by all site Operators, list above, at least 14 calendar days prior to commencing earth- disturbing activities. The project is considered covered under the permit 14 calendar days after EPA has acknowledged receipt of the project NOI on the Agency’s website (www.epa.gov/npdes/stormwater/cgpnoisearch), unless EPA notifies the Operator that the authorization has been delayed or denied. Copies of the NOI(s) and the EPA Authorization Email shall be included in Appendix B. 9.2 Notice of Termination (NOT) Until coverage is terminated under this permit, the Operators are required to continue to comply with all conditions and requirements in the permit. To terminate permit coverage, all Operators must submit to EPA a complete and accurate NOT, which certifies an Operator has met the requirements for termination as listed in Part 8 of the CGP. In addition, Operators must submit the NOT within 30 calendar days after any of the triggering conditions listed in Part 8.2 of the CGP. An Operator’s authorization to discharge under the CGP terminates at midnight of the calendar day that a complete NOT is processed and posted on EPA’s website. J:\H\H1363\Atwood North\Permits\SWPPP\SWPPP-Atwood.doc Draft Stormwater Pollution Prevention Plan Appendix A Site Maps DraftBased on USGS Topographic Map forEasthampton, MA Quadrangles. Revised 1979.Circles indicate 500-foot and half-mile radii SITE LOCATION ¹0 1,000 2,000 Feet 1:24,000 V:\Projects\H\H1363\ClarionHotel_usgs.mxd FIGURE 1SITE LOCATION MAP Clarion Hotel 1 Atwood Drive Northampton, Massachustts June 2013 H-1363 ^_ DraftUV5 UV5 UV5 UV5 UV5 UV5 §¨¦91 §¨¦91 §¨¦91 FIGURE 2ORTHOPHOTO MAP Clarion Hotel 1 Atwood Drive Northampton, Massachustts¹0 100 200 Feet 1:2,400 V:\Projects\H\H1363\ClarionHotel_ortho.mxd Based on MassGIS Color Orthophotography (April 2009) SITE LOCATION H-1363 June 2013 ^_ ATWOOD DRIVE Draft¹0 1,000 2,000 Feet 1:24,000 V:\Projects\H\H1363\ClarionHotel_gis.mxd Data source: Office of Geographic and EnvironmentalInformation(MassGIS), Commonwealth of Massachusetts Executive Office of Environmental Affairs. Circles indicate 500-foot and half-mile radii. Data valid as of October 2012. FIGURE 2PRIORITY RESOURCE MAP Clarion Hotel 1 Atwood Drive Northampton, Massachustts W-1346 SITE LOCATION LEGEND June 2013 Powerline Pipeline Limited Access Highway Multi-Lane Highway, NOT Limited Access Other Numbered Highway Major Road - Collector Minor Street or Road Public Surface Water Supply (PSWS) Inland Wetlands (MA DEP) Coastal Wetlands (MA DEP) Waterbodies Track or Trail Town Boundary County Boundary Train Aquaduct Major Drainage Basin Sub Drainage Basin Quad Sheet Boundary (( Non-Potential Drinking Water Source Area - High Yield Non-Potential Drinking Water Source Area - Medium Yield Potentially Productive Medium Yield Aquifer Potentially Productive High Yield Aquifer EPA Designated Sole Source Aquifer DEP Approved Wellhead Protection Area (Zone II) DEP Interim Wellhead Protection Area (IWPA) Public Surface Water Supply Protection Area (Zone A) NHESP Priority Habitats for Rare Species Protected and Recreational Open Space Area of Critical Environmental Concern (ACEC) Solid Waste Landfill Community Public Water Supply - Surface Water Community Public Water Supply - Groundwater Non-Community Non-Transient Public Water Supply Non-Community Transient Public Water Supply NHESP Certified Vernal Pools!Þ !Þ " "TX NHESP Estimated Habitats for Rare Wildlife ^_ Draft Stormwater Pollution Prevention Plan Appendix B eNOI and EPA Authorization Email DraftNPDES FORM 3510-9 UNITED STATES ENVIRONMENTAL PROTECTION AGENCY WASHINGTON, DC 20460 NOTICE OF INTENT (NOI) FOR STORMWATER DISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITY UNDER AN NPDES GENERAL PERMIT Form Approved. OMB Nos. 2040-0004 Submission of this Notice of Intent (NOI) constitutes notice that the operator identified in Section II of this form requests authorization to discharge pursuant to the NPDES Construction General Permit (CGP) permit number identified in Section I of this form. Submission of this NOI also constitutes notice that the operator identified in Section II of this form meets the eligibility requirements of Parts 1.1 and 1.2 of the CGP for the project identified in Section III of this form. Permit coverage is required prior to commencement of construction activity until you are eligible to terminate coverage as detailed in Part 8 of the CGP. To obtain authorization, you must submit a complete and accurate NOI form. Discharges are not authorized if your NOI is incomplete or inaccurate or if you were never eligible for permit coverage. Refer to the instructions at the end of this form. I. Approval to Use Paper NOI Form Yes NOHave you been given approval from the Regional Office to use this paper NOI form*? If yes, provide the reason you need to use this paper form, the name of the EPA Regional Office staff person who approved your use of this form, and the date of approval: Reason for using paper form: Name of EPA staff person: Date approval obtained: * Note: You are required to obtain approval from the applicable Regional Office prior to using this paper NOI form. II. Permit Information: Tracking Number (EPA Use Only) MAR12BK08 Permit Number: MAR120000 (see Appendix B of the CGP for the list of eligible permit numbers) III. Operator Information Name: Associated Building Wreckers Phone: 413-732-3179 Fax (Optional): Email: fred@buildingwreckers.com IRS Employer Identification Number (EIN): Point of Contact (First Name, Middle Initial, Last Name): Fred VanDerhoof Mailing Address: Street: 352 Albany Street City: Springfield State: MA Zip: 01105 NOI Preparer (Complete if NOI was prepared by someone other than the certifier): Prepared by (First Name, Middle Initial, Last Name): Brian S Huntley Organization: TIGHE Phone: 4138751301 Fax (Optional): E-mail: bshuntley@tighebond.com Status: Submitted To EPAEPA Form 3510-9 Page: 1 of 4 DraftIV. Project/Site Information U.S.G.S topographical map EPA Web Site GPS Other: Google Earth NAD 27 NAD 83 or WGS 84 Unknown Yes No Yes No Yes No Yes No Yes No Project/Site Name: Hospitality North Project/Site Address: Street/Location: Atwood Drive City: Northampton State: MA Zip: 01060 County or similar government subdivision: Hampden For the project/site for which you are seeking permit coverage, provide the following information: Latitude/Longitude (Use one of three possible formats, and specify method) Latitude 1.42,18,14 N(degrees, minutes, seconds) Longitude 1.72,37,27 W(degrees, minutes, seconds) 2. _________N(degrees, minutes, decimal)2. _________W(degrees, minutes, decimal) 3. _________N(degrees, decimals)3. _________W(degrees, decimals) Latitude/Longitude Data Source: If you used a U.S.G.S. topographic map, what was the scale? Horizontal Reference Datum: Is your project located in Indian Country lands? If yes, provide the name of the Indian tribe associated with the area of Indian country (including name of Indian reservation, if applicable), or if not in Indian country, provide the name of the Indian tribe associated with the property: Are you requesting coverage under this NOI as a "federal operator" as defined in Appendix A? Estimated Project Start Date: 06/30/2016 Estimated Project Completion Date: 01/31/2017 Estimated Area to be Disturbed (to the nearest quarter acre): 5.0 Have earth-disturbing activities commenced on your project/site? If yes, is your project an emergency-related project? Have stormwater discharges from your project/site been covered previously under an NPDES permit? If yes, provide the Tracking Number if you had coverage under EPA's CGP or the NPDES permit number if you had coverage under an EPA individual permit: V. Discharge Information Yes No Yes No Does your project/site discharge stormwater into a Municipal Separate Storm Sewer System (MS4)? Are there any surface waters within 50 feet of your project's earth disturbances? Receiving Waters and Wetlands Information: (Attach a separate list if necessary) Surface water(s) to which discharge Impaired Water Listed Water Pollutant(s) Tier 2, 2.5 or 3 Source TMDL Name and Pollutant Oxbow River Yes CAUSE UNKNOWN No Massachusetts Year 2014 List of Integrated Waters Non-native aquatic plants and turbidtity Describe the methods you used to complete the above table: Please refer to the Source(s) in the above table. VI. Chemical Treatment Information Yes No Yes No Yes No Will you use polymers, flocculants, or other treatment chemicals at your construction site? If yes, will you use cationic treatment chemicals* at your construction site? If yes, have you been authorized to use cationic treatment chemicals by your applicable EPA Regional Office in advance of filing your NOI*? Status: Submitted To EPAEPA Form 3510-9 Page: 2 of 4 DraftIf you have been authorized to use cationic treatment chemicals by your applicable EPA Regional Office, attach a copy of your authorization letter and include documentation of the appropriate controls and implementation procedures designed to ensure that your use of cationic treatment chemicals will not lead to a violation of water quality standards. Please indicate the treatment chemicals that you will use: * Note: You are ineligible for coverage under this permit unless you notify your applicable EPA Regional Office in advance and the EPA office authorizes coverage under this permit after you have included appropriate controls and implementation procedures designed to ensure that your use of cationic treatment chemicals will not lead to a violation of water quality standards. VII. Stormwater Pollution Prevention Plan (SWPPP) Information Yes NoHas the SWPPP been prepared in advance of filing this NOI? SWPPP Contact Information: First Name, Middle Initial, Last Name: Fred VanDerhoof Organization: Associated Building Wreckers Phone: 4137323179 Fax (Optional): E-mail: fred@buildingwreckers.com VIII. Endangered Species Protection A B C D E F Using the instructions in Appendix D of the CGP, under which criterion listed in Appendix D are you eligible for coverage under this permit (only check 1 box)? Provide a brief summary of the basis for criterion selection listed in Appendix D (e.g., communication with U.S. Fish and Wildlife Service or National Marine Fisheries Service, specific study):Publicly available species list If you select criterion B, provide the Tracking Number from the other operator's notification of authorization under this permit: If you select criterion C, you must attach a copy of your site map (see Part 7.2.6 of the permit), and you must answer the following questions: What federally-listed species or federally-designated critical habitat are located in your "action area": What is the distance between your site and the listed species or critical habitat (miles): If you select criterion D, E, or F, attach copies of any letters or other communications between you and the U.S. Fish and Wildlife Service or National Marine Fisheries Service. IX. Historic Preservation Yes No Yes No Yes No Yes No Yes No Is your project/site located on a property of religious or cultural significance to an Indian tribe? If yes, provide the name of the Indian tribe associated with the property: Are you installing any stormwater controls as described in Appendix E that require subsurface earth disturbance? (Appendix E, Step 1) If yes, have prior surveys or evaluations conducted on the site have already determined historic properties do not exist, or that prior disturbances have precluded the existence of historic properties? (Appendix E, Step 2) If no, have you determined that your installation of subsurface earth-disturbing stormwater controls will have no effect on historic properties? (Appendix E, Step 3) If no, did the SHPO, THPO, or other tribal representative (whichever applies) respond to you within the 15 calendar days to indicate whether the subsurface earth disturbances caused by the installation of stormwater controls affect historic properties? (Appendix E, Step 4) If yes, describe the nature of their response: Written indication that adverse effects to historic properties from the installation of stormwater controls can be mitigated by agreed upon actions. No agreement has been reached regarding measures to mitigate effects to historic properties from the installation of stormwater controls. Other: ____ X. Certification Information Status: Submitted To EPAEPA Form 3510-9 Page: 3 of 4 DraftI certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. First Name, Middle Initial, Last Name: Michael orr Title: Signature:Date: Tuesday, July 12, 2016 E-mail: demo@buildingwreckers.com Status: Submitted To EPAEPA Form 3510-9 Page: 4 of 4 DraftCompany: Associated Building Wreckers ATTN: Michael orr Atwood Drive Northampton MA 01060 Project/Site: Hospitality North Atwood Drive Northampton MA 01060 Permit Tracking Number: MAR12BK08 Thank you for using the eNOI system to prepare your Construction General Permit (CGP) Notice of Intent (NOI). This correspondence acknowledges that you have submitted a complete NOI form to be covered under EPA''s 2012 CGP. Your NOI has been assigned permit tracking number MAR12BK08 Coverage under this permit begins at the conclusion of your 14-day waiting period on Tuesday, July 26, 2016, unless you are otherwise notified that a hold has been placed on your permit authorization. You will receive an email informing you of the date your coverage under the CGP is active. If you have any questions, please call the EPA NOI Processing Center at 1-866-352-7755 (toll free) or send an email to noi@avanticorporation.com. EPA NOI Processing Center Operated by Avanti Corporation 1200 Pennsylvania Ave., NW Mail Code: 4203M Washington, DC 20460 Draft Stormwater Pollution Prevention Plan Appendix C Inspection Forms DraftEPA SWPPP Inspection Report, Version 1.1, Sept. 17, 2007; Tighe & Bond Revised 7/13 1 Stormwater Construction Site Inspection Form General Information Project Name Hospitality North NPDES Tracking No. Location Northampton, Massachusetts Date of Inspection Start/End Time Inspector’s Name(s) Inspector’s Title(s) Inspector’s Contact Information Inspector’s Qualifications Describe present phase of construction Type of Inspection: Regular Pre-storm event During storm event Post-storm event Weather Information Has there been a storm event since the last inspection? Yes No If yes, provide: Storm Start Date & Time: Storm Duration (hrs): Approximate Amount of Precipitation (in): Weather at time of this inspection? Clear Cloudy Rain Sleet Fog Snowing High Winds Other: Temperature: Have any discharges occurred since the last inspection? Yes No If yes, describe: Are there any discharges at the time of inspection? Yes No If yes, describe: Site-specific BMPs BMP BMP Installed or Required BMP Maintenance Required? Corrective Action Needed and Notes 1 Perimeter Controls Yes No Yes No 2 Yes No Yes No 3 Yes No Yes No Overall Site Issues BMP/activity Implemented? Maintenance Required? Corrective Action Needed and Notes 1 Are all slopes and disturbed areas not actively being worked properly stabilized? Yes No Yes No 2 Are natural resource areas (e.g., streams, wetlands, mature trees, etc.) protected with barriers or similar BMPs? Yes No Yes No DraftEPA SWPPP Inspection Report, Version 1.1, Sept. 17, 2007; Tighe & Bond Revised 7/13 2 BMP/activity Implemented? Maintenance Required? Corrective Action Needed and Notes 3 Are perimeter controls and sediment barriers adequately installed (keyed into substrate) and maintained? Yes No Yes No 4 Are discharge points and receiving waters free of any sediment deposits? Yes No Yes No 5 Is the construction sediment track out procedures preventing sediment from being tracked into the street? Yes No Yes No 6 Are temporary stockpile on site which will remain or have remained for more than 7 days have erosion controls? Yes No Yes No 7 Are dust control measures being utilized as to prevent the migration of dust from the site and are the effective? Yes No Yes No 8 Have areas adjacent areas to the site work been disturbed which has resulted in disruption of topsoil outside of the limits of work? Yes No Yes No 9 Is trash/litter from work areas collected and placed in covered dumpsters? Yes No Yes No 10 Are washout facilities (e.g., paint, stucco, concrete) available, clearly marked, and maintained? Yes No Yes No 11 Are vehicle and equipment fueling, cleaning, and maintenance areas free of spills, leaks, or any other deleterious material? Yes No Yes No 12 Are materials that are potential stormwater contaminants stored inside or under cover? Yes No Yes No DraftEPA SWPPP Inspection Report, Version 1.1, Sept. 17, 2007; Tighe & Bond Revised 7/13 3 BMP/activity Implemented? Maintenance Required? Corrective Action Needed and Notes 13 Are non-stormwater discharges (e.g., wash water, dewatering) properly controlled? Yes No Yes No 14 Yes No Yes No Non-Compliance Describe any incidents of non-compliance not described above: CERTIFICATION STATEMENT “I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations.” Print name and title: ________________________________________________________________ Signature:________________________________________________________ Date:_____________________ Draft Stormwater Pollution Prevention Plan Appendix D Corrective Action Forms DraftStormwater Construction Corrective Action Form General Information Project Name Hospitality North NPDES Tracking No. Location Northampton, Massachusetts Non Compliance BMP/activity Date Observed Date Corrected Corrective Action Needed and Notes 1 2 3 Corrective Action Describe how any incidents of non-compliance have been addressed: CERTIFICATION STATEMENT “I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations.” Print name and title: _________________________________________________________________ Signature:_________________________________________________________ Date:_____________________ Draft Stormwater Pollution Prevention Plan Appendix E SWPPP Amendment Log DraftSWPPP Amendment Log Project Name: Hospitality North Northampton, Massachusetts Amendment No. Description of the Amendment Date of Amendment Amendment Prepared by [Name(s) and Title] Draft Stormwater Pollution Prevention Plan Appendix F Subcontractor Certifications/Agreements DraftEPA SWPPP Template, Version 1.0 1 SUBCONTRACTOR CERTIFICATION STORMWATER POLLUTION PREVENTION PLAN Project Title: Hospitality North Northampton, Massachusetts Operator(s): As a subcontractor, you are required to comply with the Stormwater Pollution Prevention Plan (SWPPP) for any work that you perform on-site. Any person or group who violates any condition of the SWPPP may be subject to substantial penalties or loss of contract. You are encouraged to advise each of your employees working on this project of the requirements of the SWPPP. A copy of the SWPPP is available for your review at the office trailer. Each subcontractor engaged in activities at the construction site that could impact stormwater must be identified and sign the following certification statement: I certify under the penalty of law that I have read and understand the terms and conditions of the SWPPP for the above designated project and agree to follow the practices described in the SWPPP. This certification is hereby signed in reference to the above named project: Company: Address: Telephone Number: Type of construction service to be provided: Signature: Title: Date: Draft Stormwater Pollution Prevention Plan Appendix G Sequence of Major Activities DraftPage 1 of 1 Sequence of Major Activities Project Name: Hospitality North Northampton, Massachusetts Activity Location(s) on Site Intended Timing Actual Timing Start Date End Date Start Date End Date Post MassDEP File # (if applicable) and SWPPP signs Erosion Control Measures Demolition of Building Demolition of Foundation Site stabilization – Grade Site stabilization – Mulch Request approval from Northampton Conservation Commission to remove erosion and sediment controls Draft Stormwater Pollution Prevention Plan Appendix H Training Log DraftEPA SWPPP Template, Version 1.0; Tighe & Bond revised 7/13 1 STORMWATER POLLUTION PREVENTION TRAINING LOG Project Name: Hospitality North Project Location: Northampton, Massachusetts Instructor’s Name(s): Instructor’s Title(s): Course Location: Date: Course Length (hours): Stormwater Training Topic: (check as appropriate) Sediment and Erosion Controls Emergency Procedures Stabilization Controls Inspections/Corrective Actions Pollution Prevention Measures Specific Training Objective: Attendee Roster: (attach additional pages as necessary) No. Name of Attendee Company 1 2 3 4 5 6 7 8 Draft Stormwater Pollution Prevention Plan Appendix I Delegation of Authority DraftEPA SWPPP Template, Version 1.0; Tighe & Bond revised 4/14 1 DELEGATION OF AUTHORITY I, hereby designate the person or specifically described position below to be a duly authorized representative for the purpose of overseeing compliance with environmental requirements, including the Construction General Permit, at the Hospitality North Project site. The designee is authorized to sign any reports, stormwater pollution prevention plans and all other documents required by the permit. (name of person or position) (company) (address) (city, state, zip) (phone) By signing this authorization, I confirm that I meet the requirements to make such a designation as set forth in Appendix I of EPA’s Construction General Permit (CGP), and that the designee above meets the definition of a “duly authorized representative” as set forth in Appendix I. I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Name: Company: Title: Signature: Date: Draft Stormwater Pollution Prevention Plan Appendix J Discharge Information DraftMassachusetts Year 2014 Integrated List of Waters Final Listing of the Condition of Massachusetts’ Waters Pursuant to Sections 305(b), 314 and 303(d) of the Clean Water Act CN 450.1 Commonwealth of Massachusetts Executive Office of Energy and Environmental Affairs Matthew A. Beaton, Secretary Massachusetts Department of Environmental Protection Martin Suuberg, Commissioner Bureau of Water Resources Douglas E. Fine, Assistant Commissioner DraftMassachusetts Category 5 Waters "Waters requiring a TMDL"Final Massachusetts Year 2014 Integrated List of Waters * TMDL not required (Non-pollutant) December, 2015 (2) CN 450.1 164 NAME SEGMENT ID DESCRIPTION SIZE UNITS IMPAIRMENT CAUSE EPA TMDL NO. Mill Pond MA34052 Springfield 13.241 ACRES Nutrient/Eutrophication Biological Indicators Taste and Odor Mill River MA34-25 Headwaters, outlet Factory Hollow Pond, Amherst to inlet Lake Warner, Hadley. 5.228 MILES Escherichia coli Mill River MA34-28 Headwaters (confluence of East and West Branch Mill River, Williamsburg), to outlet Paradise Pond, Northampton. 9.979 MILES Escherichia coli Mill River MA34-29 Headwaters, outlet Watershops Pond, Springfield to confluence with Connecticut River, Springfield. (Interrupted stream) 1.294 MILES Escherichia coli Nashawannuck Pond MA34057 Easthampton 30.068 ACRES (Non-Native Aquatic Plants*) Nutrient/Eutrophication Biological Indicators Phosphorus (Total) Noonan Cove MA34058 Springfield 2.712 ACRES Aquatic Plants (Macrophytes) Turbidity Oxbow MA34066 The waterbody west of Route 91 (bounded on the northeast by Route 91, the southeast by the Manhan River, and the west by Old Springfield Road), Northampton/Easthampton (excluding the delineated segment; Danks Pond MA34019). 148.057 ACRES (Non-Native Aquatic Plants*) Turbidity Porter Lake MA34073 Springfield 27.931 ACRES (Non-Native Aquatic Plants*) Aquatic Plants (Macrophytes) Excess Algal Growth Porter Lake West MA34072 Springfield 5.036 ACRES (Non-Native Aquatic Plants*) Aquatic Plants (Macrophytes) Excess Algal Growth Stony Brook MA34-19 Headwaters, Granby to confluence with Connecticut River, South Hadley (thru Upper Pond formerly segment MA34095 and Lower Pond formerly segment MA34049). 13.334 MILES (Non-Native Aquatic Plants*) Escherichia coli Turbidity Upper Van Horn Park Pond MA34128 Springfield (Changed from MA36158 to 34128 on 6/21/02, TRD) 8.261 ACRES Nutrient/Eutrophication Biological Indicators Phosphorus (Total) Venture Pond MA34096 Springfield 6.516 ACRES Nutrient/Eutrophication Biological Indicators Oxygen, Dissolved Phosphorus (Total) Watershops Pond MA34099 Springfield 161.531 ACRES Nutrient/Eutrophication Biological Indicators Weston Brook MA34-23 Headwaters, Belchertown to inlet Forge Pond, Granby. 2.702 MILES Phosphorus (Total) Oxbow MA34066 The waterbody west of Route 91 (bounded on148.057 ACRES (Non-Native Aquatic Plants*) y(the northeast by Route 91, the southeast by theTurbidity Manhan River, and the west by Old SpringfieldRoad), Northampton/Easthampton (excluding)(gthe delineated segment; Danks Pond MA34019). Draft Stormwater Pollution Prevention Plan Appendix K Endangered Species and Historic Preservation Documentation DraftUpdated 02/05/2016 FEDERALLY LISTED ENDANGERED AND THREATENED SPECIES IN MASSACHUSETTS COUNTY SPECIES FEDERAL STATUS GENERAL LOCATION/HABITAT TOWNS Barnstable Piping Plover Threatened Coastal Beaches All Towns Roseate Tern Endangered Coastal beaches and the Atlantic Ocean All Towns Northeastern beach tiger beetle Threatened Coastal Beaches Chatham Sandplain gerardia Endangered Open areas with sandy soils. Sandwich and Falmouth. Northern Red- bellied Cooter Endangered Inland Ponds and Rivers Bourne (north of the Cape Cod Canal) Red Knot1 Threatened Coastal Beaches and Rocky Shores, sand and mud flats Coastal Towns Northern Long- eared Bat Threatened Final 4(d) Rule Winter- mines and caves, Summer – wide variety of forested habitats Statewide Berkshire Bog Turtle Threatened Wetlands Egremont and Sheffield Northern Long-eared Bat Threatened Final 4(d) Rule Winter- mines and caves, Summer – wide variety of forested habitats Statewide Bristol Piping Plover Threatened Coastal Beaches Fairhaven, Dartmouth, Westport Roseate Tern Endangered Coastal beaches and the Atlantic Ocean Fairhaven, New Bedford, Dartmouth, Westport Northern Red-bellied Cooter Endangered Inland Ponds and Rivers Taunton Red Knot1 Threatened Coastal Beaches and Rocky Shores, sand and mud flats Coastal Towns Northern Long-eared Bat Threatened Final 4(d) Rule Winter- mines and caves, Summer – wide variety of forested habitats Statewide Dukes Roseate Tern Endangered Coastal beaches and the Atlantic Ocean All Towns Piping Plover Threatened Coastal Beaches All Towns Northeastern beach tiger beetle Threatened Coastal Beaches Aquinnah and Chilmark Sandplain gerardia Endangered Open areas with sandy soils. West Tisbury Red Knot1 Threatened Coastal Beaches and Rocky Shores, sand and mud flats Coastal Towns Northern Long- eared Bat Threatened Final 4(d) Rule Winter- mines and caves, Summer – wide variety of forested habitats Statewide DraftFEDERALLY LISTED ENDANGERED AND THREATENED SPECIES IN MASSACHUSETTS Updated 02/05/2016 COUNTY SPECIES FEDERAL STATUS GENERAL LOCATION/HABITAT TOWNS Essex Small whorled Pogonia Threatened Forests with somewhat poorly drained soils and/or a seasonally high water table Gloucester, Essex and Manchester Piping Plover Threatened Coastal Beaches Gloucester, Essex, Ipswich, Rowley, Revere, Newbury, Newburyport and Salisbury Red Knot1 Threatened Coastal Beaches and Rocky Shores, sand and mud flats Coastal Towns Northern Long- eared Bat Threatened Final 4(d) Rule Winter- mines and caves, Summer – wide variety of forested habitats Statewide Franklin Northeastern bulrush Endangered Wetlands Montague, Warwick Dwarf wedgemussel Endangered Mill River Whately Northern Long- eared Bat Threatened Final 4(d) Rule Winter- mines and caves, Summer – wide variety of forested habitats Statewide Hampshire Small whorled Pogonia Threatened Forests with somewhat poorly drained soils and/or a seasonally high water table Hadley Puritan tiger beetle Threatened Sandy beaches along the Connecticut River Northampton and Hadley Dwarf wedgemussel Endangered Rivers and Streams. Hatfield, Amherst and Northampton Northern Long- eared Bat Threatened Final 4(d) Rule Winter- mines and caves, Summer – wide variety of forested habitats Statewide Hampden Small whorled Pogonia Threatened Forests with somewhat poorly drained soils and/or a seasonally high water table Southwick Northern Long-eared Bat Threatened Final 4(d) Rule Winter- mines and caves, Summer – wide variety of forested habitats Statewide Middlesex Small whorled Pogonia Threatened Forests with somewhat poorly drained soils and/or a seasonally high water table Groton Northern Long- eared Bat Threatened Final 4(d) Rule Winter- mines and caves, Summer – wide variety of forested habitats Statewide Nantucket Piping Plover Threatened Coastal Beaches Nantucket Roseate Tern Endangered Coastal beaches and the Atlantic Ocean Nantucket American burying beetle Endangered Upland grassy meadows Nantucket Red Knot1 Threatened Coastal Beaches and Rocky Shores, sand and mud flats Coastal Towns Northern Long- eared Bat Threatened Final 4(d) Rule Winter- mines and caves, Summer – wide variety of forested habitats Statewide DraftFEDERALLY LISTED ENDANGERED AND THREATENED SPECIES IN MASSACHUSETTS Updated 02/05/2016 1Migratory only, scattered along the coast in small numbers -Eastern cougar and gray wolf are considered extirpated in Massachusetts. -Endangered gray wolves are not known to be present in Massachusetts, but dispersing individuals from source populations in Canada may occur statewide. -Critical habitat for the Northern Red-bellied Cooter is present in Plymouth County. COUNTY SPECIES FEDERAL STATUS GENERAL LOCATION/HABITAT TOWNS Plymouth Piping Plover Threatened Coastal Beaches Scituate, Marshfield, Duxbury, Plymouth, Wareham and Mattapoisett Northern Red-bellied Cooter Endangered Inland Ponds and Rivers Kingston, Middleborough, Carver, Plymouth, Bourne, Wareham, Halifax, and Pembroke Roseate Tern Endangered Coastal beaches and the Atlantic Ocean Plymouth, Marion, Wareham, and Mattapoisett. Red Knot1 Threatened Coastal Beaches and Rocky Shores, sand and mud flats Coastal Towns Northern Long-eared Bat Threatened Final 4(d) Rule Winter- mines and caves, Summer – wide variety of forested habitats Statewide Suffolk Piping Plover Threatened Coastal Beaches Revere, Winthrop Red Knot1 Threatened Coastal Beaches and Rocky Shores, sand and mud flats Coastal Towns Northern Long-eared Bat Threatened Final 4(d) Rule Winter- mines and caves, Summer – wide variety of forested habitats Statewide Worcester Small whorled Pogonia Threatened Forests with somewhat poorly drained soils and/or a seasonally high water table Leominster Northern Long- eared Bat Threatened Final 4(d) Rule Winter- mines and caves, Summer – wide variety of forested habitats Statewide DraftMACRIS Search Results Town(s): Northampton; Resource Type(s): Area, Building, Burial Ground, Object, Structure; Search Criteria: NTH.A Northampton Downtown Historic District Northampton NTH.B Bridge Street Area Northampton NTH.C Smith College Northampton NTH.D Loudville Road Area Northampton NTH.E Conz Street Area Northampton NTH.F Elm Street Area (South) Northampton NTH.G Elm Street Area (North) Northampton NTH.H Lunatic Hospital at Northampton Northampton NTH.I Northampton State Hospital - Main Complex Northampton NTH.J Northampton State Hospital - Memorial Complex Northampton NTH.K Fort Hill Historic District Northampton NTH.L Northampton Downtown Historic District Northampton NTH.M Northampton Veterans Administration Hospital Northampton NTH.N Laurel Park - Chautauqua Northampton NTH.O Warner Row Streetscape Northampton NTH.P Elm Street Historic District Northampton NTH.Q Northampton State Hospital Northampton NTH.R Massachusetts State Hospitals and State Schools Northampton NTH.S Diners of Massachusetts Northampton NTH.T Parsons, Shepherd and Damon Houses Northampton NTH.U The Underground Railroad in Massachusetts, Northampton NTH.V Ross Farm Northampton NTH.W Water Street Streetscape Northampton NTH.X Lamb's Cottages Northampton NTH.Y Smith College - Friedman Complex Northampton NTH.Z Riverside Drive Streetscape Northampton Inv. No.Property Name Street Town Year Monday, June 13, 2016 1 47Page of DraftNTH.AA United States Second Generation Veterans Hospitals Northampton NTH.AB Nonotuck Mills Northampton NTH.AC 25 Henshaw Avenue Northampton NTH.AD Norwood Engineering Company Northampton NTH.AE Olive Street Northampton NTH.AF Tri-County Fairgrounds Northampton NTH.AG Fort Hill Estate Northampton NTH.972 Tri-County Fairgrounds Photo Patrol Tower No. 2 Northampton NTH.973 Tri-County Fairgrounds Arena Northampton NTH.974 Tri-County Fairgrounds Track Northampton NTH.975 Tri-Country Fairgrounds Tote Board Northampton NTH.976 Tri-Country Morgan Owners' Box Northampton NTH.977 Tri-County Fairgrounds Morgan Owners' Box Northampton NTH.978 Tri-Country Fairgrounds Morgan Owners' Box Northampton NTH.979 Tri-Country Fairgrounds Morgan Owners' Box Northampton NTH.980 Tri-Country Fairgrounds Morgan Owners' Box Northampton NTH.981 Tri-County Fairgrounds Morgan Owners' Box Northampton NTH.982 Tri-Country Fairgrounds Morgan Owners' Box Northampton NTH.983 Tri-Country Fairgrounds Morgan Owners' Box Northampton NTH.984 Tri-Country Fairgrounds Morgan Owners' Box Northampton NTH.985 Tri-County Fairgrounds Morgan Owners' Box Northampton NTH.986 Tri-Country Fairgrounds Morgan Owners' Boxes Northampton NTH.987 Tri-Country Fairgrounds Morgan Owners' Box Northampton NTH.988 Tri-Country Fairgrounds Morgan Owners' Box Northampton NTH.989 Tri-County Fairgrounds Morgan Owners' Box Northampton NTH.990 Tri-Country Fairgrounds Morgan Owners' Box Northampton NTH.991 Tri-Country Fairgrounds Morgan Owners' Boxes Northampton NTH.992 Tri-Country Fairgrounds Morgan Owners' Box Northampton NTH.993 Tri-County Fairgrounds Morgan Owners' Box Northampton NTH.994 Tri-Country Morgan Owners' Box Northampton NTH.995 Tri-Country Morgan Owners' Box Northampton NTH.996 Tri-County Fairgrounds Morgan Owners' Box Northampton NTH.999 Tri-County Fairgrounds Horse Shed Northampton NTH.2475 Pari- Mutuel Building Northampton NTH.2476 Tri-County Fairgrounds Clubhouse Northampton NTH.2477 Tri-County Fairgrounds Exhibition Hall Northampton NTH.2478 Tri-County Fairgrounds Exhibition Hall Northampton Inv. No.Property Name Street Town Year Monday, June 13, 2016 2 47Page of DraftNTH.2479 Tri-County Fairgrounds Dairy Barn Northampton NTH.2480 Tri-County Fairgrounds Dairy Barn Northampton NTH.2481 Tri-County Fairgrounds Sheep Barn Northampton NTH.2482 Tri-County Fairgrounds Poultry Barn Northampton NTH.2483 Tri-County Fairgrounds Horticulture Building Northampton NTH.2484 Tri-County Fairgrounds Horse Barn Northampton NTH.2485 Tri-County Fairground Horse Barn Northampton NTH.2486 Tri-County Fairgrounds Race Commitee Building Northampton NTH.2506 Smith College Faculty Apartment Northampton c 1965 NTH.2619 Tri-County Fairgrounds Restroom Northampton NTH.2620 Tri-County Fairgrounds Storage Building Northampton NTH.2622 Tri-County Fairgrounds Storage Building Northampton NTH.2623 Tri-County Fairgrounds Office Building Northampton NTH.9000 Tri-County Fairgrounds Horse Shed Northampton NTH.9001 Tri-County Fairgrounds Track Tunnel Northampton NTH.9002 Tri-County Fairgrounds Photo Tower #1 Northampton NTH.9003 Tri-County Fairgrounds Ticket Office Northampton NTH.9004 Tri-County Fairgrounds Picnic Pavilion Northampton NTH.274 Manning, Wayne House 14 Adare Pl Northampton r 1926 NTH.336 Powers, James A. House 22 Aldrich St Northampton c 1894 NTH.335 Powers, Jeffrey House 26 Aldrich St Northampton c 1895 NTH.695 Bailey, William - Brown, Jeremiah House 10 Allen Pl Northampton 1884 NTH.683 Brown, Samuel C. House 11 Allen Pl Northampton c 1885 NTH.2302 1 Amber Ln Northampton c 1900 NTH.903 Arch Street Bridge Arch St Northampton c 1867 NTH.308 Patrell, Elbridge W. House 11 Arlington St Northampton c 1903 NTH.309 Huxley, John House 13 Arlington St Northampton c 1871 NTH.310 Bumstead, Edwin House 17 Arlington St Northampton c 1892 NTH.311 Huxley, Frank L. House 19 Arlington St Northampton c 1891 NTH.312 Daniels, Charles House 29 Arlington St Northampton r 1878 NTH.2233 Daniels, Lucretia M. Carriage House 29 Arlington St Northampton r 1878 NTH.755 Marindin, Eliza House 16 Arnold Ave Northampton r 1905 NTH.10 Day, Luke House 19 Audubon Rd Northampton 1794 NTH.11 Tacy, Abram House 48 Audubon Rd Northampton r 1878 NTH.21 Sydell, Andrew House 73 Audubon Rd Northampton r 1890 NTH.1 Smith, James House 123 Audubon Rd Northampton c 1787 NTH.4 Clark, Charles House 265 Audubon Rd Northampton c 1792 NTH.2 Clark, Calvin House 395 Audubon Rd Northampton c 1840 Inv. No.Property Name Street Town Year Monday, June 13, 2016 3 47Page of DraftNTH.2208 Clark Farm New England Side Hill Barn 395 Audubon Rd Northampton c 1882 NTH.313 Maynard, Henry G. House 4 Bancroft Rd Northampton c 1894 NTH.590 O'Donnell, John B. House 66 Bancroft Rd Northampton c 1895 NTH.357 Rice, Richard House 76 Bancroft Rd Northampton r 1918 NTH.359 O'Donnell, John B. House 83 Bancroft Rd Northampton c 1895 NTH.2560 Finn, Edward House 93 Bancroft Rd Northampton c 1925 NTH.358 Moog, Wilson T. House 98 Bancroft Rd Northampton r 1926 NTH.356 Billings, Mary House 102 Bancroft Rd Northampton r 1926 NTH.93 Florence Furniture Company 16 Bardwell St Northampton 1873 NTH.614 Patch, Howard House 4 Barrett Pl Northampton c 1910 NTH.618 Benedict, Suzan House 12 Barrett Pl Northampton r 1926 NTH.654 Hinckley, Benjamin Barrett House 32 Barrett Pl Northampton r 1910 NTH.933 Bates Street Bridge Bates St Northampton NTH.376 Dauphinais, Adelard House 34 Bates St Northampton r 1891 NTH.219 Riley, William H. House 33 Beacon St Northampton c 1875 NTH.223 Cordes, William House 42 Beacon St Northampton 1907 NTH.220 Coughlin, Kate House 43 Beacon St Northampton c 1882 NTH.2226 Coughlin, Kate Carriage House 43 Beacon St Northampton r 1883 NTH.221 Burr, George A. House 49 Beacon St Northampton c 1870 NTH.222 Look, Frank N. House 70 Beacon St Northampton 1891 NTH.212 Church of the Annunciation 85 Beacon St Northampton 1879 NTH.2225 Florence Church of the Annunciation School 87 Beacon St Northampton 1925 NTH.710 Smith College - Albright House Bedford Terr Northampton 1899 NTH.711 Smith College - Baldwin House Bedford Terr Northampton 1908 NTH.720 Southwick, Elbridge Carriage House 6 Bedford Terr Northampton c 1900 NTH.689 Brewster, Mary House - Smith College Dormitory 8 Bedford Terr Northampton 1899 NTH.690 Fitts, Charles House - Smith College Housing 12 Bedford Terr Northampton 1895 NTH.691 Warner, Maria E. - Akin, Annie F. and Martha House 26 Bedford Terr Northampton 1897 NTH.692 Smith College - Pomeroy, Charles R. House 32 Bedford Terr Northampton c 1895 NTH.693 Pomeroy, Elizabeth Residence for College Girls 36 Bedford Terr Northampton 1900 NTH.747 Smith College - Scott Gymnasium Belmont Ave Northampton c 1923 NTH.754 Belmont Apartments 21 Belmont Ave Northampton r 1905 NTH.753 Gare, Edward J. - Wilder, Harris House 27 Belmont Ave Northampton c 1925 NTH.750 King, Franklin House 47 Belmont Ave Northampton 1913 NTH.240 Packard, Horace H. House 3-5 Berkshire Terr Northampton c 1870 NTH.961 Bliss Street Bridge over Mill River Bliss St Northampton 1921 NTH.2303 1 Brewster Ct Northampton c 1900 Inv. No.Property Name Street Town Year Monday, June 13, 2016 4 47Page of DraftNTH.2304 3 Brewster Ct Northampton c 1950 NTH.2305 11 Brewster Ct Northampton c 1880 NTH.2306 15-17 Brewster Ct Northampton c 1880 NTH.2307 21-23 Brewster Ct Northampton c 1880 NTH.2308 27 Brewster Ct Northampton c 1840 NTH.49 Warner, Seth House 34 Bridge Rd Northampton 1819 NTH.72 Dwight, Col. Cecil House 340 Bridge Rd Northampton 1819 NTH.80 Hunt, Moses House 408 Bridge Rd Northampton r 1840 NTH.906 Coolidge, Calvin Memorial Bridge Bridge St Northampton 1939 NTH.2204 Lyman, Frank Block 2 Bridge St Northampton 1895 NTH.2205 Lyman, Frank Block 6-10 Bridge St Northampton 1895 NTH.2070 Damon, Isaac House 46 Bridge St Northampton c 1813 NTH.2075 Lathrop, J. Stebbins - Baker, Osmyn House 57 Bridge St Northampton r 1848 NTH.2125 Parsons, Nathaniel - Wright, Chloe House 58 Bridge St Northampton 1719 NTH.2071 Northampton Historical Society - Shepard House 66 Bridge St Northampton c 1796 NTH.2636 69 Bridge St Northampton 1960 NTH.2637 Coolidge Village 73 Bridge St Northampton 1970 NTH.2072 First Congregational Church Parsonage 74 Bridge St Northampton 1866 NTH.2076 Lathrop, Henry House 81 Bridge St Northampton r 1800 NTH.2073 Lyman, Horace - Abell, Asahel House 82 Bridge St Northampton c 1820 NTH.2624 87 Bridge St Northampton 1780 NTH.2625 88 Bridge St Northampton 1820 NTH.2074 Wright, Ebenezer House 96 Bridge St Northampton c 1684 NTH.2118 Hunt, Seth House 109 Bridge St Northampton c 1875 NTH.2119 Hunt, Seth House 115 Bridge St Northampton 1859 NTH.2120 127 Bridge St Northampton 1914 NTH.2121 Parsons, Josiah House 131 Bridge St Northampton r 1845 NTH.2122 149 Bridge St Northampton c 1910 NTH.803 Bridge Street Cemetery 156 Bridge St Northampton 1683 NTH.396 Twiss, Frank W. House 186 Bridge St Northampton 1913 NTH.395 Clark, Lyman House 188 Bridge St Northampton c 1830 NTH.412 Foxon, Henry House 207 Bridge St Northampton c 1910 NTH.392 Baggs, Theodore House 212 Bridge St Northampton r 1866 NTH.391 White, Chester W. House 222 Bridge St Northampton c 1898 NTH.413 Lyman House 227 Bridge St Northampton c 1835 NTH.414 Berestka, John - Church, Garry House 235-237 Bridge St Northampton 1923 NTH.415 Murray, Joseph House 239 Bridge St Northampton c 1895 NTH.2613 Parsons, Jacob - Von Veltheim, Marie House 252 Bridge St Northampton c 1746 Inv. No.Property Name Street Town Year Monday, June 13, 2016 5 47Page of DraftNTH.385 Clark, Luther House 262 Bridge St Northampton c 1720 NTH.386 White, John House 270 Bridge St Northampton c 1884 NTH.387 Martin, Daniel House 274 Bridge St Northampton r 1905 NTH.388 Day, Myron House 280-282 Bridge St Northampton r 1880 NTH.374 Hill, William House 323 Bridge St Northampton r 1864 NTH.373 Littlefield, Alvah House 337 Bridge St Northampton 1859 NTH.371 Graves House 344 Bridge St Northampton c 1865 NTH.372 Elwell, Moses House 351 Bridge St Northampton 1881 NTH.369 Clark, Edwin House 354 Bridge St Northampton c 1850 NTH.365 Tessier, Marie N. House 390 Bridge St Northampton r 1917 NTH.366 Clark, Frank House 396 Bridge St Northampton r 1907 NTH.616 Whitcomb, Parker R. - McGrath, John P. House 27 Bright St Northampton c 1881 NTH.631 Whitcomb, Parker R. - Rowe, John House 28 Bright St Northampton c 1881 NTH.630 Whitcomb, Parker R. - Chesney, Charles House 32 Bright St Northampton c 1881 NTH.621 Whitcomb, Parker R. - Finn, Mary House 33 Bright St Northampton c 1882 NTH.932 Northampton State Hospital Piggery Burts Pit Rd Northampton c 1950 NTH.931 Northampton State Hospital Dairy Barn 278R Burts Pit Rd Northampton c 1950 NTH.1129 Northampton State Hospital - Day, Charles House 278 Burts Pit Rd Northampton 1890 NTH.2097 Dragon, Horace - Porter, Leo House 9-11 Butler Pl Northampton r 1905 NTH.2626 15 Butler Pl Northampton 1865 NTH.2096 Lambie, John F. House 16 Butler Pl Northampton 1894 NTH.2098 Miller, Homer - Murphy, John House 19-21 Butler Pl Northampton r 1905 NTH.2095 Derrick, Harlan H. House 22 Butler Pl Northampton 1894 NTH.2627 29 Butler Pl Northampton 1900 NTH.2612 Sawin, Andrew T. House 30 Butler Pl Northampton c 1895 NTH.2638 34 Butler Pl Northampton 1948 NTH.2094 Porter, Leo H. House 36 Butler Pl Northampton c 1893 NTH.2099 Haynes, Joel D. House 37 Butler Pl Northampton c 1892 NTH.2628 39 Butler Pl Northampton 1910 NTH.2093 42-44 Butler Pl Northampton r 1905 NTH.2349 10 Button St Northampton c 1850 NTH.1079 Blechschmidt, Alexander House 18 Cedar St Northampton 1916 NTH.2328 2-4 Center Ct Northampton c 1840 NTH.2327 6-8 Center Ct Northampton c 1850 NTH.2325 14 Center Ct Northampton 1912 NTH.2326 19 Center Ct Northampton c 1880 NTH.783 Central Chambers Building 16 Center St Northampton 1912 Inv. No.Property Name Street Town Year Monday, June 13, 2016 6 47Page of DraftNTH.2337 21 Center St Northampton c 1870 NTH.784 Northampton Odd Fellows Block 24 Center St Northampton 1911 NTH.2336 29-31 Center St Northampton c 1950 NTH.2338 40 Center St Northampton c 1840 NTH.715 Northampton B. P. O. E. Hall 43 Center St Northampton 1913 NTH.771 Northampton First Church of Christ Scientist 44 Center St Northampton 1908 NTH.2331 47 Center St Northampton 1868 NTH.2335 50 Center St Northampton c 1860 NTH.714 Dickinson, S. G. House 53 Center St Northampton c 1868 NTH.2330 55-57 Center St Northampton 1920 NTH.1114 58 Center St Northampton r 1893 NTH.2334 58-62 Center St Northampton c 1870 NTH.2329 61-63 Center St Northampton c 1840 NTH.2333 64-68 Center St Northampton c 1860 NTH.1131 Ellsworth, George House 10 Chapel St Northampton c 1900 NTH.1132 Northampton State Hospital Worker Housing 16 Chapel St Northampton c 1915 NTH.1133 Northampton State Hospital - Braman, Edward House 24 Chapel St Northampton c 1915 NTH.2178 Hospital Hill Chapel 37 1/2 Chapel St Northampton 1871 NTH.2177 Mann, Henry House 39 Chapel St Northampton c 1860 NTH.719 Christ United Methodist Church Parsonage 4 Chapin Way Northampton 1891 NTH.2018 Pratt, William Fenno House 9 Cherry St Northampton r 1850 NTH.2017 Remillard, Louis House 25 Cherry St Northampton c 1830 NTH.2015 Sullivan, D. House 56 Cherry St Northampton c 1884 NTH.2016 Hutchins, Hezekiah House 57 Cherry St Northampton c 1785 NTH.962 Chesterfield Road Bridge over Roberts Meadow Brook Chesterfield Rd Northampton 1913 NTH.964 Roberts Meadow Upper Reservoir Dam Chesterfield Rd Northampton 1883 NTH.45 Clapp House 1031 Chesterfield Rd Northampton c 1800 NTH.2218 Clapp Barn 1051 Chesterfield Rd Northampton r 1830 NTH.35 Field, Lemuel B. House 17 Chestnut Ave Northampton r 1881 NTH.29 Nonotuck Silk Company Worker Housing 46 Chestnut Ave Northampton r 1880 NTH.2614 Bray, Eliphalet House 47 Chestnut St Northampton r 1866 NTH.107 Florence Sewing Machine Company Worker Housing 50 Chestnut St Northampton r 1864 NTH.108 Florence Sewing Machine Company Worker Housing 62 Chestnut St Northampton c 1865 NTH.102 Florence Sewing Machine Company Worker Housing 78 Chestnut St Northampton c 1870 Inv. No.Property Name Street Town Year Monday, June 13, 2016 7 47Page of DraftNTH.103 Florence Sewing Machine Company Worker Housing 81-83 Chestnut St Northampton c 1870 NTH.2005 Phelps, Julius C. House 3-5 Clark Ave Northampton c 1850 NTH.798 Lamb, Horace Wire Mill 51-53 Clark Ave Northampton c 1890 NTH.909 Clement Street Bridge - Bay State Bridge Clement St Northampton 1894 NTH.703 Maltby, Elizabeth Dormitory College Ln Northampton c 1900 NTH.724 Clarke, Charles House College Ln Northampton 1878 NTH.725 Smith College - Lyman Plant House College Ln Northampton 1895 NTH.728 Smith College - Hatfield House College Ln Northampton 1876 NTH.729 Smith College - Neilson, William Allan Library College Ln Northampton 1910 NTH.730 Smith College - Chapin House College Ln Northampton c 1902 NTH.731 Smith College - Wright Hall College Ln Northampton 1961 NTH.732 Smith College Crew House College Ln Northampton 1920 NTH.733 Smith College Boat House College Ln Northampton 1911 NTH.734 Smith College Faculty Club College Ln Northampton 1960 NTH.735 Maynard, Charles A. - Riley, Daniel House College Ln Northampton 1879 NTH.736 Smith College - Clark Science Center College Ln Northampton 1913 NTH.737 Smith College - Seelye Hall College Ln Northampton 1898 NTH.738 Smith College - College Hall College Ln Northampton c 1874 NTH.742 Smith College - Washburn House College Ln Northampton c 1878 NTH.748 Smith College - Ainsworth Gymnasium College Ln Northampton 1977 NTH.752 Smith College - Mendenhall Performing Arts Center College Ln Northampton 1968 NTH.718 Breck, Moses House 7 College Ln Northampton c 1870 NTH.1036 Second Congregational Society Parsonage 16 Columbus Ave Northampton 1892 NTH.1047 Putnam, Roswell Field House 19 Columbus Ave Northampton 1895 NTH.1037 Bailey, Myron C. House 28 Columbus Ave Northampton c 1908 NTH.2259 Bailey, Myron C. Carriage House 28 Columbus Ave Northampton c 1910 NTH.1048 Eustis, Charles H. House 29 Columbus Ave Northampton 1892 NTH.1038 34 Columbus Ave Northampton c 1920 NTH.1049 35 Columbus Ave Northampton r 1905 NTH.1039 Lewis, Charles C. House 40 Columbus Ave Northampton 1892 NTH.1050 Clark, Ralph House 41 Columbus Ave Northampton 1905 NTH.1040 Sawyer, Charles H. House 46 Columbus Ave Northampton 1892 NTH.1051 Marsh, Herbert and Alan House 47 Columbus Ave Northampton c 1900 NTH.1052 Drury, George N. House 57 Columbus Ave Northampton 1898 NTH.1042 Knowlton, Wilbur F. House 58 Columbus Ave Northampton 1895 NTH.1043 Harvey, Rotus P. House 64 Columbus Ave Northampton 1894 Inv. No.Property Name Street Town Year Monday, June 13, 2016 8 47Page of DraftNTH.1053 Cook, Samuel House 71 Columbus Ave Northampton r 1910 NTH.1044 Doane, Will N. House 72 Columbus Ave Northampton c 1895 NTH.1054 Tidd, Arthur G. House 75 Columbus Ave Northampton r 1910 NTH.1045 Gere, William H. House 76 Columbus Ave Northampton 1901 NTH.1046 Clapp, Frank L. House 170 Columbus Ave Northampton 1904 NTH.905 Connecticut River Railroad Bridge Connecticut River Northampton 1887 NTH.2145 Parsons, Charles T. House 15 Conz St Northampton r 1866 NTH.2138 Hunt, Seth House 22 Conz St Northampton r 1855 NTH.2144 Pease, Naomi House 25 Conz St Northampton c 1830 NTH.2139 Strong, Seth - Clark, Dexter House 26 Conz St Northampton c 1828 NTH.2140 Strong, Seth House 32 Conz St Northampton 1828 NTH.2143 Willcut, Daniel House 33-35 Conz St Northampton c 1830 NTH.2142 Clark, Samuel - Dikeman, Nathan and Henry House 41 Conz St Northampton c 1830 NTH.2141 Rust, Thomas House 51 Conz St Northampton 1826 NTH.147 Hawkes House 11 Corticelli St Northampton r 1866 NTH.146 25 Corticelli St Northampton r 1866 NTH.150 Florence Manufacturing Company Worker Housing 34 Corticelli St Northampton r 1866 NTH.145 Robinson, J. House 53 Corticelli St Northampton r 1866 NTH.132 Jenkins, Luther House 8 Cosmian Ave Northampton c 1884 NTH.2287 Court St Northampton c 1800 NTH.2332 15 Court St Northampton c 1900 NTH.787 Hampshire Bookstore Building 6 Crafts Ave Northampton 1892 NTH.2360 16-20 Crafts Ave Northampton c 1940 NTH.2359 22-24 Crafts Ave Northampton c 1940 NTH.2358 26-30 Crafts Ave Northampton c 1940 NTH.606 O'Donnell, Thomas M. House 4 Crescent St Northampton c 1894 NTH.597 Underwood, Rev. Rufus S. House 5 Crescent St Northampton c 1892 NTH.596 Underwood, Rev. Rufus S. House 27 Crescent St Northampton 1894 NTH.595 Riley, John B. House 43 Crescent St Northampton r 1891 NTH.345 Clark, Ellen House 52 Crescent St Northampton r 1889 NTH.344 Tyler, Kate E. and Julia R. House 55 Crescent St Northampton c 1892 NTH.346 Bassett, W. G. House 56 Crescent St Northampton c 1887 NTH.343 Stoddard, John T. House 57 Crescent St Northampton c 1891 NTH.342 Pratt, William Fenno House 61 Crescent St Northampton c 1884 NTH.347 Miner, J. M. House 76 Crescent St Northampton c 1874 NTH.341 Dewey, H. P. House 83 Crescent St Northampton 1893 Inv. No.Property Name Street Town Year Monday, June 13, 2016 9 47Page of DraftNTH.340 Reilley, William House 97 Crescent St Northampton r 1904 NTH.348 Pomeroy, William C. House 102 Crescent St Northampton 1887 NTH.350 O'Donnell, John B. House 135-137 Crescent St Northampton c 1895 NTH.355 Dyer, Albert - Curran House 136 Crescent St Northampton 1904 NTH.353 Lynch, Daniel House 151 Crescent St Northampton c 1895 NTH.354 Fitzgibbons, James House 176 Crescent St Northampton r 1889 NTH.316 Ruddy, John House 181 Crescent St Northampton 1896 NTH.317 Clark, Arthur House 199 Crescent St Northampton r 1889 NTH.318 O'Brien, William House 203 Crescent St Northampton r 1889 NTH.319 Johnson, George House 204 Crescent St Northampton r 1889 NTH.315 Latham, William - Crowley, William House 207 Crescent St Northampton r 1889 NTH.320 Richards, Reese - Emerson, Guy House 213-215 Crescent St Northampton r 1918 NTH.474 Abbott, James - Loomis, Herbert House 226 Crescent St Northampton r 1925 NTH.473 Olmstead, Robert E. S. House 235 Crescent St Northampton 1912 NTH.472 Dow, Dr. Frank House 241 Crescent St Northampton 1912 NTH.471 Graves, Herbert R. House 253 Crescent St Northampton r 1905 NTH.470 Mather, John L. Apartment Building 267 Crescent St Northampton 1911 NTH.155 Nonotuck Silk Company Double Worker Housing 14-16 Cross St Northampton r 1866 NTH.378 Damon Rd Northampton c 1830 NTH.2438 399 Damon Rd Northampton r 1850 NTH.389 Keating, William House 15 Day Ave Northampton c 1887 NTH.377 Deady, J. House 54-56 Day Ave Northampton r 1890 NTH.277 Peck, A. Perry - Webber, Rev. George House 1 Denniston Pl Northampton c 1865 NTH.949 Drury Lane Bridge Drury Ln Northampton 1955 NTH.576 Cable, G. W. House 23 Dryads Green Northampton r 1750 NTH.575 Dunphy, Michael House 31 Dryads Green Northampton c 1909 NTH.574 Lucia, Victor House 43 Dryads Green Northampton c 1909 NTH.573 Collins, Timothy House 47 Dryads Green Northampton c 1910 NTH.572 Smith College Housing 49 Dryads Green Northampton r 1905 NTH.554 Miller, William J. House 50 Dryads Green Northampton r 1915 NTH.571 Collins, Timothy House 55 Dryads Green Northampton 1884 NTH.570 Smith College Housing 57 Dryads Green Northampton r 1905 NTH.569 Smith, Rev. Robert Seneca House 59 Dryads Green Northampton c 1915 NTH.567 Moffat, Adelaide House 63 Dryads Green Northampton 1894 NTH.555 Webster, Letitia J. House 70 Dryads Green Northampton c 1910 NTH.568 Cochran, William M. House 71 Dryads Green Northampton r 1905 NTH.556 Michaud, Regis House 72 Dryads Green Northampton 1896 NTH.1135 Northampton State Hospital Laundry Earle St Northampton 1936 Inv. No.Property Name Street Town Year Monday, June 13, 2016 10 47Page of DraftNTH.1136 Northampton State Hospital Power Plant Earle St Northampton 1935 NTH.2180 Northampton State Hospital - Braman, Curtis House 219 Earle St Northampton c 1849 NTH.2415 Northampton State Hospital - Braman, Curtis Barn 219 Earle St Northampton c 1849 NTH.31 Warner, George P. House 32 East Center St Northampton r 1880 NTH.36 Yeatman, Frederick House 35 East Center St Northampton r 1880 NTH.1056 Sheldon, Ethel B. House East St Northampton c 1930 NTH.1029 Maloney, J. H. House 12 East St Northampton 1896 NTH.1034 Pierce, James M. House 18 East St Northampton 1894 NTH.1041 Rolfe, Edward M. House 22 East St Northampton 1894 NTH.2161 Sheady, Bryan D. Apartments 1-23 Eastern Ave Northampton c 1892 NTH.2160 Knight Apartments 33-37 Eastern Ave Northampton r 1889 NTH.623 Young, Louis House 15 Edwards Sq Northampton r 1906 NTH.611 29 Edwards Sq Northampton c 1870 NTH.701 Clement, W. T. House #2 Elm St Northampton 1880 NTH.702 Look, Dwight B. House Elm St Northampton c 1891 NTH.704 Lyman, J. H. House Elm St Northampton 1861 NTH.705 Kingsley, Charles B. House Elm St Northampton c 1865 NTH.708 Smith College - Greene, John M. Hall Elm St Northampton 1910 NTH.709 Smith College - Alumnae House Elm St Northampton 1938 NTH.726 Smith College - Brown Fine Arts Center Elm St Northampton 1972 NTH.727 Dewey, Judge Charles A. House Elm St Northampton 1827 NTH.764 Smith College - Stoddard Hall and Annex Elm St Northampton 1898 NTH.2244 Smith College Quadrangle - Scales, Laura House Elm St Northampton 1936 NTH.280 Blessed Sacrament Roman Catholic Church 3 Elm St Northampton 1900 NTH.765 Saint Mary of the Assumption Roman Catholic Church 3 Elm St Northampton 1881 NTH.2412 Saint Mary of the Assumption Parsonage 3 Elm St Northampton 1888 NTH.687 Clark, Enos - Southwick, Mary L. House 41 Elm St Northampton r 1820 NTH.688 Mills, Elijah Hunt House 41-45 Elm St Northampton c 1810 NTH.685 Smith College - Gillett House 47 Elm St Northampton 1911 NTH.763 Saint Johns Episcopal Church 48 Elm St Northampton 1893 NTH.684 Smith College - Northrop House 49 Elm St Northampton 1911 NTH.707 Hopkins, Elizabeth Jarvis House 76 Elm St Northampton 1889 NTH.673 Smith College - Burt, H. M. House 79 Elm St Northampton c 1870 NTH.674 Smith College - Cutter and Ziskind House 79 Elm St Northampton 1956 NTH.706 Lyman, Benjamin S. House 84 Elm St Northampton c 1750 Inv. No.Property Name Street Town Year Monday, June 13, 2016 11 47Page of DraftNTH.671 Pierson, E. House 105 Elm St Northampton 1872 NTH.675 Hunt, Jonathan House 109 Elm St Northampton c 1700 NTH.667 Smith College - Hills, Helen Chapel 123 Elm St Northampton 1955 NTH.649 Huntington, Charles P. House 137 Elm St Northampton 1841 NTH.700 Smith College - Ward, J. C. House 138 Elm St Northampton r 1868 NTH.699 Smith College - Ferry, C. B. House 146 Elm St Northampton 1874 NTH.646 Clark, William House 149 Elm St Northampton 1886 NTH.698 Smith College - Ward, James C. House 150 Elm St Northampton c 1884 NTH.645 Jewett, Timothy House 153 Elm St Northampton c 1786 NTH.697 Ward, M. D. House 156 Elm St Northampton c 1880 NTH.644 Maltby, Elizabeth M. House 159 Elm St Northampton 1918 NTH.475 Smith College Quadrangle - Cushing House 186 Elm St Northampton 1922 NTH.2237 Smith College Quadrangle - Jordan House 186 Elm St Northampton 1922 NTH.2238 Smith College Quadrangle - Emerson, Ellen House 186 Elm St Northampton 1922 NTH.2239 Smith College Quadrangle - Morrow House 186 Elm St Northampton 1926 NTH.2240 Smith College Quadrangle - Gardiner House 186 Elm St Northampton 1926 NTH.2242 Smith College - Comstock House 186 Elm St Northampton c 1929 NTH.2243 Smith College - Wilder House 186 Elm St Northampton c 1929 NTH.2245 Smith College Quadrangle - King, Franklin House 186 Elm St Northampton 1936 NTH.2470 Smith College Quadrangle - Morrow Hall 186 Elm St Northampton 1926 NTH.2471 Smith College Quadrangle - Gardiner Hall 186 Elm St Northampton 1926 NTH.2472 Smith College Quadrange - Martha Wilson Hall 186 Elm St Northampton 1926 NTH.2473 Smith College Mandelle Quandrangle - Comstock Hall 186 Elm St Northampton NTH.2474 Smith College Mandelle Quandrangle - Wilder Hall 186 Elm St Northampton NTH.469 Clark, Sidney L. House 187 Elm St Northampton c 1849 NTH.476 Breck, Aaron Jr. House 196 Elm St Northampton c 1854 NTH.468 Clark, Ebenezar House 197 Elm St Northampton r 1755 NTH.467 Copeland, Dr. Elmer H. House 205 Elm St Northampton 1922 NTH.477 Breck, Aaron House 206 Elm St Northampton c 1800 NTH.478 Clark, Elihu House 210 Elm St Northampton c 1828 NTH.466 Dickinson, George P. House 211 Elm St Northampton c 1879 NTH.479 Clark, Daniel W. House 218 Elm St Northampton c 1850 NTH.465 Clark, D. R. House 219 Elm St Northampton 1861 NTH.480 Hammond, John C. House 222 Elm St Northampton 1891 NTH.457 Southwick, Elbridge House 225 Elm St Northampton r 1910 Inv. No.Property Name Street Town Year Monday, June 13, 2016 12 47Page of DraftNTH.456 Pratt, Jennie C. House 229 Elm St Northampton 1895 NTH.455 Atkins, James D. House 231 Elm St Northampton c 1890 NTH.481 Maynard, Henry House 234 Elm St Northampton 1884 NTH.454 Mather, John L. House 275 Elm St Northampton 1882 NTH.483 Manning, Michael House 276 Elm St Northampton 1927 NTH.484 Warner, Alice and Marie House 280 Elm St Northampton 1891 NTH.453 Eddy, Horace W. House 281 Elm St Northampton c 1915 NTH.452 Clement, W. T. House #1 289 Elm St Northampton 1860 NTH.485 Thompson, Samuel E. House 292 Elm St Northampton c 1889 NTH.451 Dudley, Lewis J. House 293 Elm St Northampton c 1891 NTH.486 Hartung, Martha D. House 296 Elm St Northampton c 1889 NTH.487 Macomber, Frederick House 300 Elm St Northampton c 1890 NTH.589 Macomber, Frederick Carriage Barn 300A Elm St Northampton c 1890 NTH.488 Staab, William K. House 302 Elm St Northampton 1901 NTH.449 Clark, C. H. House 309 Elm St Northampton c 1869 NTH.489 Earle Apartments 310 Elm St Northampton c 1911 NTH.448 Lyman, A. H. House 319 Elm St Northampton 1870 NTH.490 Allen House 320 Elm St Northampton 1893 NTH.447 Butler, A. B. House 330 Elm St Northampton c 1920 NTH.281 Lyman, J. H. House II 333 Elm St Northampton c 1866 NTH.282 McConnell, Hugh House 345 Elm St Northampton c 1920 NTH.279 Northampton Public High School 380 Elm St Northampton 1939 NTH.257 Skinner, William - Warner, Joseph House 584 Elm St Northampton c 1850 NTH.902 Dimock Reservoir Evergreen Rd Northampton r 1875 NTH.907 Tri-County Fairgrounds Grandstand Fair St Northampton c 1880 NTH.908 Tri-County Fairgrounds Judges' Stand Fair St Northampton c 1880 NTH.105 Murphy, Edward House 26 Fairfield Ave Northampton c 1915 NTH.2220 Freeman, Herbert House 30 Fairfield Ave Northampton c 1915 NTH.444 Northampton Paper Mill Superintendent's House 89 Federal St Northampton c 1835 NTH.442 Butler, William Paper Mill - Northampton Paper Co. 122 Federal St Northampton c 1860 NTH.302 Grogan, Patrick House 28 Fifth Ave Northampton r 1926 NTH.324 Hill, Alexander House 13 Finn St Northampton 1884 NTH.337 Dignon, Ellen - Boudway, Joseph House 43 Finn St Northampton c 1884 NTH.334 Tanner, Varnum House 46 Finn St Northampton c 1852 NTH.2494 Warner, William - Dorsey, Basil House 4 Florence Rd Northampton c 1840 NTH.2495 Washington, Laura Knowles - Hodestia, George House 9 Florence Rd Northampton r 1867 Inv. No.Property Name Street Town Year Monday, June 13, 2016 13 47Page of DraftNTH.2496 Barrett, Benjamin - Ruggles, David House 47 Florence Rd Northampton c 1840 NTH.445 506 Florence Rd Northampton r 1880 NTH.1103 949 Florence Rd Northampton c 1910 NTH.22 Dimmock Estate - Grove Hill Mansion 1 Florence St Northampton c 1880 NTH.23 Shepherd, Col. James House 4 Florence St Northampton 1812 NTH.2435 Dorsey, Basil House 4 Florence St Northampton 1840 NTH.43 Tunnicliff, John House 71 Florence St Northampton r 1870 NTH.42 Cordery, John House 73 Florence St Northampton c 1870 NTH.505 12 Forbes Ave Northampton r 1905 NTH.499 Towne, Byron House 15 Forbes Ave Northampton r 1890 NTH.504 O'Brien, James W. House 20 Forbes Ave Northampton c 1895 NTH.500 Roe, Thomas House 25 Forbes Ave Northampton r 1905 NTH.501 Barrett, Edward T. House 35 Forbes Ave Northampton r 1900 NTH.502 Fowler, Joseph House 51 Forbes Ave Northampton r 1891 NTH.2246 51R Forbes Ave Northampton r 1891 NTH.2488 3 Fort St Northampton c 1871 NTH.2489 5 Fort St Northampton c 1871 NTH.2490 11 Fort St Northampton c 1871 NTH.2491 13 Fort St Northampton c 1871 NTH.2492 15 Fort St Northampton c 1871 NTH.2493 17 Fort St Northampton c 1871 NTH.1060 Rowley, Henry House 30 Fort St Northampton c 1870 NTH.464 Hannum, George House 15 Franklin St Northampton c 1881 NTH.463 Mather, Henrietta H. House 21 Franklin St Northampton c 1871 NTH.462 Matthews, Avon and Henry Double House 25-27 Franklin St Northampton r 1890 NTH.461 Schmitter, Ernst House 31 Franklin St Northampton r 1890 NTH.460 Matthews, Avon and Henry Double House 37-39 Franklin St Northampton c 1885 NTH.458 Round Hill School Caretaker House 38 Franklin St Northampton c 1831 NTH.459 Huxley, Frank L. House 46 Franklin St Northampton 1907 NTH.2235 Huxley, Frank L. Woodworking Shop 46R Franklin St Northampton r 1910 NTH.2236 Huxley, Frank L. Carriage House 46R Franklin St Northampton r 1910 NTH.314 Maynard, Henry House 63 Franklin St Northampton c 1894 NTH.307 Pittsinger, William E. House 76 Franklin St Northampton c 1870 NTH.306 Smith, George W. House 90 Franklin St Northampton r 1900 NTH.2231 Smith, George W. Barn 90 Franklin St Northampton r 1900 NTH.2232 Smith, George W. Barn 90 Franklin St Northampton r 1900 NTH.304 Maynard, Henry House 108 Franklin St Northampton r 1878 NTH.303 Maynard, Henry House 116 Franklin St Northampton r 1889 Inv. No.Property Name Street Town Year Monday, June 13, 2016 14 47Page of DraftNTH.40 Nonotuck Silk Company Worker Housing 50-52 Front St Northampton c 1860 NTH.39 Ross, Edson S. House 58 Front St Northampton 1872 NTH.38 Ray, George H. House 68 Front St Northampton 1872 NTH.2611 11 Fruit St Northampton NTH.2008 Smith, Charles House 19 Fruit St Northampton c 1835 NTH.2009 Karankiewicz, Josef House 21 Fruit St Northampton r 1926 NTH.2146 Shepherd, Thomas - Pomeroy, Moses A. House 38 Fruit St Northampton c 1830 NTH.87 39 Garfield Ave Northampton c 1915 NTH.351 1-3 Glendale Ave Northampton r 1905 NTH.2234 9 Glendale Ave Northampton r 1905 NTH.352 15 Glendale Ave Northampton r 1905 NTH.1112 Clark, Jonas House 346 Glendale Rd Northampton c 1800 NTH.375 1-7 Glenwood Ave Northampton r 1905 NTH.713 Boies, Justus House Gothic St Northampton c 1850 NTH.712 Home Culture Club Headquarters 38 Gothic St Northampton 1904 NTH.696 Eastman, Abial House 49 Gothic St Northampton r 1865 NTH.682 Brown, Jeremiah House 61 Gothic St Northampton 1872 NTH.681 Brown, Capt. Henry A. House 65 Gothic St Northampton c 1866 NTH.666 Smith, George House 75 Gothic St Northampton c 1860 NTH.665 Abell, Asahel A. House 76 Gothic St Northampton c 1839 NTH.390 Clark, Edson P. House 30 Grant Ave Northampton c 1870 NTH.2046 Hall, Dr. David G. Rowhouse 1-7 Graves Ave Northampton r 1890 NTH.2126 Matthews, Henry and Avon Building 2-6 Graves Ave Northampton c 1892 NTH.2034 8-22 Graves Ave Northampton 1886 NTH.2045 Petit, Napoleon Double House 11-13 Graves Ave Northampton 1887 NTH.2036 Tetreault, Adislas House 26-28 Graves Ave Northampton 1887 NTH.2044 Hancock, Andrew P. House 29 Graves Ave Northampton r 1890 NTH.2043 Belding, Leslie House 31 Graves Ave Northampton c 1892 NTH.2037 Tardiff, Phelix House 32 Graves Ave Northampton r 1892 NTH.2038 Lamb, Charles H. House 34-36 Graves Ave Northampton c 1891 NTH.2042 Edwards, Frank House 35 Graves Ave Northampton 1884 NTH.2041 Schillare, Armond House 39-43 Graves Ave Northampton c 1893 NTH.2039 Stone, John L. House 40-44 Graves Ave Northampton 1894 NTH.2040 Brais, Napoleon Three Decker 46 Graves Ave Northampton 1911 NTH.58 9 Greeley Ave Northampton r 1905 NTH.740 Smith College - Lilly Hall Green St Northampton 1886 NTH.741 Smith College - Hubbard Hall Green St Northampton c 1879 NTH.745 Smith College - Tyler House Green St Northampton c 1897 Inv. No.Property Name Street Town Year Monday, June 13, 2016 15 47Page of DraftNTH.746 Seeger House Green St Northampton 1872 NTH.751 Smith College - Sage Hall Green St Northampton 1924 NTH.1126 Elmhurst Inn 66 Green St Northampton 1892 NTH.743 Smith College - Alumnae Gymnasium 83 Green St Northampton 1890 NTH.744 Smith College - Lawrence House 99 Green St Northampton 1891 NTH.2447 Smith College - Morris House 101 Green St Northampton 1891 NTH.2181 Northampton State Hospital - Clapp, Azariah House 51 Grove St Northampton c 1849 NTH.1138 Kellogg, Charles House 91 Grove St Northampton c 1870 NTH.1139 Northampton State Hospital - Stack, James House 108 Grove St Northampton 1920 NTH.2136 Bailey, Edward - Loomis, G. L. Housing 30-42 Hampton Ave Northampton r 1889 NTH.1093 Harris, Charles M. House 10 Hampton Terr Northampton 1894 NTH.1094 Gallup, Charles House 12 Hampton Terr Northampton c 1905 NTH.1095 Beeches, The - Coolidge, Calvin House 16 Hampton Terr Northampton c 1914 NTH.2629 8 Hancock St Northampton 1900 NTH.2158 Hervey, Edwin House 11 Hancock St Northampton r 1890 NTH.2102 Clark, Jonas M. House 14 Hancock St Northampton c 1874 NTH.2157 Sobtky, Peter House 15 Hancock St Northampton r 1890 NTH.2557 Zanone, Guido House 16 Hancock St Northampton c 1920 NTH.2558 Clark, Jonas M. - Arel, Rudolph House 18 Hancock St Northampton c 1880 NTH.2156 Apthorp, Harrison O. House 19 Hancock St Northampton c 1857 NTH.2639 Town, Charles House 22 Hancock St Northampton 1985 NTH.2630 25 Hancock St Northampton 1900 NTH.543 Phinney, Georgia House 14 Harrison Ave Northampton 1916 NTH.542 Clark, Allen R. House 20 Harrison Ave Northampton 1913 NTH.541 Mason, John House 24 Harrison Ave Northampton 1892 NTH.524 Sullivan, J. A. House 25 Harrison Ave Northampton c 1894 NTH.540 Davis, Eugene E. House 28 Harrison Ave Northampton 1892 NTH.525 Dowey, M. A. House 29 Harrison Ave Northampton 1892 NTH.539 Thompson, Caroline A. House 34 Harrison Ave Northampton c 1890 NTH.526 Staab, William K. House 35 Harrison Ave Northampton c 1890 NTH.527 King, Warren M. House 39 Harrison Ave Northampton c 1895 NTH.538 Pickett, John C. House 42 Harrison Ave Northampton c 1937 NTH.537 Farrar, Frederick A. House 46 Harrison Ave Northampton r 1926 NTH.536 Coburn, William A. House 50 Harrison Ave Northampton 1894 NTH.528 Hartwell, J. W. House 51 Harrison Ave Northampton c 1894 NTH.529 Emerson, Edwin B. House 53 Harrison Ave Northampton 1895 Inv. No.Property Name Street Town Year Monday, June 13, 2016 16 47Page of DraftNTH.535 Stedman, Rebecca House 54 Harrison Ave Northampton 1898 NTH.534 Skinner, John House 60 Harrison Ave Northampton 1908 NTH.533 Underhill, Rev. Andrew House 64 Harrison Ave Northampton 1909 NTH.530 Spear, Charles W. House 75 Harrison Ave Northampton c 1902 NTH.532 Cary, Fred D. House 78 Harrison Ave Northampton 1931 NTH.531 Belden, Dr. Albert House 82 Harrison Ave Northampton r 1900 NTH.235 Sawyer, Amos House 6 Hatfield St Northampton c 1850 NTH.140 Slough Hill Public School 52 Hatfield St Northampton 1877 NTH.2069 Saint John Cantius Catholic Church 10 Hawley St Northampton 1912 NTH.2064 Northampton Wholesale Grocery Company Building 17 Hawley St Northampton 1912 NTH.2065 Hebert, Joseph Building 33 Hawley St Northampton r 1889 NTH.2609 33 Hawley St Northampton 1985 NTH.2068 Butler, J. Hunt House 50 Hawley St Northampton 1832 NTH.2067 Butler, William House 58 Hawley St Northampton c 1800 NTH.2066 Pomeroy, Heman House 62-64 Hawley St Northampton r 1810 NTH.2155 67 Hawley St Northampton c 1870 NTH.2617 67 Hawley St Northampton NTH.2559 Parker, W. F. - Hallet, Henry C. House 78 Hawley St Northampton r 1873 NTH.2159 Dickinson, James - Kingsley, Daniel House 94 Hawley St Northampton c 1823 NTH.2170 Strong, Levi House 120 Hawley St Northampton 1824 NTH.800 Saint Mary's Roman Catholic Cemetery 103 Haydenville Rd Northampton 1891 NTH.5 Johnson, Sylvia House - Towers House 670 Haydenville Rd Northampton c 1840 NTH.2168 5-7 Henry St Northampton c 1820 NTH.2169 25 Henry St Northampton c 1830 NTH.652 Faunce House - Capen School for Girls Henshaw Ave Northampton 1902 NTH.670 Smith College - Pearson, Dana House 10 Henshaw Ave Northampton c 1886 NTH.669 Smith College - Denniston, Mary E. House 14 Henshaw Ave Northampton 1887 NTH.668 Smith College - Freidman Student Apartment No. 1 18 Henshaw Ave Northampton 1978 NTH.2512 Friedman Student Apartment No. 2 - Smith College 18 Henshaw Ave Northampton 1978 NTH.2513 Friedman Student Apartment No. 3 - Smith College 18 Henshaw Ave Northampton 1978 NTH.2514 Friedman Student Apartment No. 4 - Smith College 18 Henshaw Ave Northampton 1978 NTH.672 Smith College - Fitts, Lucy M. House 21 Henshaw Ave Northampton c 1876 NTH.656 Field, Horace House - Capen Domestic Science Bldg 25 Henshaw Ave Northampton c 1895 NTH.657 Capen School for Girls Gymnasium 25 Henshaw Ave Northampton 1898 Inv. No.Property Name Street Town Year Monday, June 13, 2016 17 47Page of DraftNTH.658 Howe, Judge Samuel House 25 Henshaw Ave Northampton c 1825 NTH.2252 Mary A. Burnham School Infirmary Building 25A Henshaw Ave Northampton c 1900 NTH.2253 Mary A. Burnham School Heating Plant Building 25A Henshaw Ave Northampton c 1900 NTH.655 Whitney, Silas - Warner, Lewis House 37 Henshaw Ave Northampton c 1866 NTH.653 Clark, Elizabeth House 41 Henshaw Ave Northampton 1893 NTH.624 Bliss, Maria - Bliss, Emma House 57 Henshaw Ave Northampton r 1893 NTH.617 Bowker, Charles H. House 59 Henshaw Ave Northampton 1909 NTH.613 Walker, Charles W. House 61 Henshaw Ave Northampton 1909 NTH.612 Hayes, Nicholas G. House 77 Henshaw Ave Northampton 1892 NTH.605 Childs, Charles E. House 81 Henshaw Ave Northampton c 1890 NTH.2251 Childs, Charles E. Garage 81 Henshaw Ave Northampton r 1892 NTH.104 Florence Sewing Machine Company Worker Housing 50-52 High St Northampton r 1866 NTH.89 75 High St Northampton r 1905 NTH.101 Brigham, Samuel House 76 High St Northampton r 1866 NTH.90 Crossman, Fred House 81 High St Northampton r 1889 NTH.92 Goodell, Dexter House 91 High St Northampton r 1866 NTH.91 Todd, Ira House 95-97 High St Northampton r 1866 NTH.100 Nutting, Elijah House 102 High St Northampton r 1866 NTH.2519 Sheffeld, Charles House 103 High St Northampton r 1873 NTH.99 Otis, Gen. John L. House 110 High St Northampton c 1873 NTH.402 Strong, Morris - Pratt, William Fenno House 2 Highland Ave Northampton c 1835 NTH.403 Stevens, C. E. Apartments 14-20 Highland Ave Northampton c 1890 NTH.405 Wright, Hervey House 23 Highland Ave Northampton r 1889 NTH.404 Bingham, William House 27 Highland Ave Northampton r 1889 NTH.432 Seidell, John P. House 12 Hinckley St Northampton c 1884 NTH.258 O'Brien, Richard House 106 Hinckley St Northampton c 1890 NTH.260 142 Hinckley St Northampton r 1864 NTH.259 Cahill, John House 146 Hinckley St Northampton c 1865 NTH.2154 Lyon, Willard Double House 28-30 Holyoke St Northampton c 1853 NTH.2163 Graves, Isaac H. House 42 Holyoke St Northampton c 1859 NTH.2153 Stevens, Ira H. House 47 Holyoke St Northampton c 1857 NTH.2152 Lyon, Willard - Shepard, Henry M. House 57 Holyoke St Northampton c 1857 NTH.921 Northampton State Hospital Pump House Hospital Hill Northampton 1900 NTH.922 Northampton State Hospital Firehouse Hospital Hill Northampton 1938 NTH.926 Northampton State Hospital Bishop's Crook Lamppost Hospital Hill Northampton 1907 NTH.368 18 Hubbard Ave Northampton r 1907 Inv. No.Property Name Street Town Year Monday, June 13, 2016 18 47Page of DraftNTH.367 50 Hubbard Ave Northampton c 1891 NTH.935 Interstate 91 Bridge over Island Pond Road I-91 Northampton 1965 NTH.936 Interstate 91 Bridge over U. S. Route 5 I-91 Northampton 1965 NTH.937 Interstate 91 Bridge over Hockanum Road I-91 Northampton 1965 NTH.938 Interstate 91 Bridge over Old Ferry Road I-91 Northampton 1965 NTH.939 Interstate 91 Bridge over Route 9 I-91 Northampton 1965 NTH.940 Interstate 91 Bridge over B & M Railroad I-91 Northampton 1965 NTH.941 Interstate 91 Bridge over Damon Road I-91 Northampton 1965 NTH.942 Interstate 91 Bridge over Route 5 I-91 Northampton 1963 NTH.2162 Belding Bros. & Co. Worker Housing 1-9 Isabella St Northampton r 1889 NTH.1108 Johnson, A. - O'Neil, Garrett House 86 Island Rd Northampton c 1870 NTH.1107 Mount Tom Schoolhouse, Old 96 Island Rd Northampton r 1910 NTH.1106 Connecticut River Lumber Company House 112 Island Rd Northampton c 1890 NTH.1105 Wright, George L. House 152 Island Rd Northampton c 1860 NTH.1104 Mooney, Henry House 174 Island Rd Northampton r 1889 NTH.263 Twohy, Jeremiah House 82 Jackson St Northampton c 1885 NTH.2561 Prouty, Oriville W. - Denny, Walter House 5 Jewett St Northampton c 1910 NTH.2562 Ames, Frederick A. House and Meat Market 10 Jewett St Northampton r 1902 NTH.2563 Ruddy, Thomas House 15 Jewett St Northampton c 1910 NTH.46 Todd Family Farm 64 Kennedy Rd Northampton r 1775 NTH.2241 Smith College Quadrangle - Wilson, Martha House Kensington Ave Northampton 1926 NTH.2555 Beckmann, Albert House 11 Kensington Ave Northampton 1928 NTH.544 Graves, Herbert R. House 17 Kensington Ave Northampton c 1890 NTH.545 Keating, Michael House 25 Kensington Ave Northampton c 1890 NTH.546 Smith College Professor's Boarding House 29 Kensington Ave Northampton r 1905 NTH.547 Walbridge, Charles D. House 35 Kensington Ave Northampton c 1890 NTH.548 Elmer, Myron M. House 37 Kensington Ave Northampton c 1891 NTH.549 Lord, Edward House 49 Kensington Ave Northampton r 1905 NTH.557 Traphagen, George W. House 54 Kensington Ave Northampton c 1897 NTH.550 Pease, Esther House 55 Kensington Ave Northampton c 1890 NTH.2616 Grieg, William House 57 Kensington Ave Northampton r 1902 NTH.558 Crouch, Charles Rental House 58 Kensington Ave Northampton c 1890 NTH.551 Mantor, Frank P. and James O. House 61 Kensington Ave Northampton c 1890 NTH.559 Gere, George S. House 62 Kensington Ave Northampton c 1890 NTH.560 Crouch, Charles Rental House 64 Kensington Ave Northampton c 1890 NTH.552 Crouch, Charles House 65 Kensington Ave Northampton c 1895 NTH.553 Crouch, Charles House 75 Kensington Ave Northampton r 1905 Inv. No.Property Name Street Town Year Monday, June 13, 2016 19 47Page of DraftNTH.97 Clapp, John House 25 Keyes St Northampton r 1878 NTH.98 Cady House 29 Keyes St Northampton r 1866 NTH.96 Alavard, Ebenezer House 40 Keyes St Northampton r 1866 NTH.2056 First National Bank Building 1 King St Northampton 1928 NTH.2281 13-15 King St Northampton c 1900 NTH.2280 19 King St Northampton c 1900 NTH.2278 33 King St Northampton 1974 NTH.2123 Hotel Northampton 36 King St Northampton 1927 NTH.2277 43-49 King St Northampton c 1950 NTH.2054 Catholic Society Parsonage 71 King St Northampton 1866 NTH.2250 Sacred Heart School 91 King St Northampton 1911 NTH.641 Marin, Dr. L. Raymond House 94 King St Northampton 1909 NTH.642 Hopkins, John House 101 King St Northampton c 1830 NTH.643 Sacred Heart Roman Catholic Church 101 King St Northampton 1916 NTH.632 Landry, Medard House 120-122 King St Northampton 1883 NTH.622 Saint Valentine Polish National Catholic Church 127 King St Northampton 1932 NTH.610 Armory Building, The 131 King St Northampton 1900 NTH.271 Bluebonnet Diner 324 King St Northampton c 1940 NTH.439 Ladd, Harlow House 15 Ladd Ave Northampton c 1865 NTH.441 International Screw Nail Company Factory 20 Ladd Ave Northampton 1866 NTH.440 Bay State Hardware Company Worker Housing 31 Ladd Ave Northampton r 1863 NTH.79 Hulme, Richard House 98 Lake St Northampton r 1878 NTH.1142 Northampton State Hospital - Braman, Elias House 23 Laurel St Northampton 1879 NTH.2179 Hospital Hill Schoolhouse 32 Laurel St Northampton c 1860 NTH.37 Moran, Bryan House 3 Leonard St Northampton r 1880 NTH.30 Schillare, David House 38 Leonard St Northampton c 1873 NTH.424 Bay State Hardware Company Worker Housing 13 Lexington Ave Northampton r 1870 NTH.425 Bay State Hardware Company Worker Housing 45 Lexington Ave Northampton c 1867 NTH.434 Englehart, Adam House 14 Liberty St Northampton c 1895 NTH.433 15 Liberty St Northampton r 1905 NTH.427 Bay State Hardware Company Worker Housing 36 Liberty St Northampton c 1870 NTH.426 Bay State Hardware Company Worker Housing 61 Liberty St Northampton c 1895 NTH.133 Cunningham, William A. House 17 Lilly St Northampton c 1850 NTH.137 Elder, Ella C. House 18 Lilly St Northampton c 1880 NTH.138 Lilly, Alfred T. House 22 Lilly St Northampton c 1880 NTH.2221 Lilly, Alfred T. Barn 22 Lilly St Northampton r 1882 NTH.139 Coleman, Walter House 28 Lilly St Northampton c 1880 Inv. No.Property Name Street Town Year Monday, June 13, 2016 20 47Page of DraftNTH.131 Fuller, Stephen B. House 51 Lilly St Northampton c 1870 NTH.71 Brown, Charles J. House 58 Lilly St Northampton c 1884 NTH.409 Lyman, Robert W. House 11 Linden St Northampton c 1893 NTH.408 Hebert, Nelson House 17 Linden St Northampton r 1865 NTH.407 20 Linden St Northampton c 1905 NTH.237 Dickinson, Cooley Hospital Nurses' Home 30 Locust St Northampton 1920 NTH.238 Florence Silk Mill Boarding House 80 Locust St Northampton c 1843 NTH.239 Converse House 216 Locust St Northampton r 1871 NTH.234 Northampton Silk Company Hosiery Mill 267-269 Locust St Northampton c 1910 NTH.187 Thompson, George E. House 321 Locust St Northampton 1902 NTH.1096 Rust, William S. House 45 Loudville Rd Northampton c 1870 NTH.1109 Loud, Cabot House 421 Loudville Rd Northampton c 1845 NTH.2193 Foote, E. N. Block 19-29 Lyman Rd Northampton 1893 NTH.2189 Fort Hill Estate - Lyman, E. H. R. Carriage Barn 28 Lyman Rd Northampton 1891 NTH.2498 Smith College Childcare Center 28 Lyman Rd Northampton c 2005 NTH.2416 Fort Hill Estate Guest House 30 Lyman Rd Northampton c 1850 NTH.2194 Starkweather, Alfred House 36 Lyman Rd Northampton c 1870 NTH.1013 Lamb, Horace House 39 Lyman Rd Northampton c 1870 NTH.1014 Lamb, Horace Barn 41 Lyman Rd Northampton c 1880 NTH.1088 Todd, Thomas H. House 48 Lyman Rd Northampton c 1902 NTH.1015 Starkweather, Charles House 49 Lyman Rd Northampton 1788 NTH.1089 Pierce, Chauncey H. House 57 Lyman Rd Northampton r 1872 NTH.1087 Graves, Dwight A. House 58 Lyman Rd Northampton c 1881 NTH.1090 Gere, Edward C. House 61 Lyman Rd Northampton r 1882 NTH.1086 64 Lyman Rd Northampton c 1900 NTH.1091 Cook, Edwin D. House 69 Lyman Rd Northampton 1883 NTH.1085 Crossley, Azro T. House 74 Lyman Rd Northampton r 1887 NTH.1092 Gere, Henry S. House 75 Lyman Rd Northampton r 1886 NTH.1084 78 Lyman Rd Northampton r 1884 NTH.1083 Roberts, Esmeriah House 86 Lyman Rd Northampton r 1889 NTH.2188 Whitman, Samuel House - Fort Hill Estate 28 Lyman St Northampton 1838 NTH.1057 10 Madison Ave Northampton r 1913 NTH.1058 24 Madison Ave Northampton r 1907 NTH.1061 25 Madison Ave Northampton r 1913 NTH.911 Pulaski Park Main St Northampton c 1908 NTH.951 Cooks Dam Bridge Main St Northampton 1925 NTH.952 Cooks Dam Bridge Main St Northampton 1925 NTH.186 Richards, Herbert S. House 1 Main St Northampton 1905 Inv. No.Property Name Street Town Year Monday, June 13, 2016 21 47Page of DraftNTH.2286 4 Main St Northampton c 1860 NTH.184 Wells and Company Machine Shop 10 Main St Northampton 1860 NTH.2061 Crafts and Dawson Block 16 Main St Northampton 1871 NTH.2421 21-31 Main St Northampton 1898 NTH.2266 22 Main St Northampton 1867 NTH.2059 Masonic Building 25 Main St Northampton 1898 NTH.2267 Mathewson Block 26 Main St Northampton 1868 NTH.2268 Dickinson Block 32 Main St Northampton 1867 NTH.185 Jewett, Enoch House 33-41 Main St Northampton 1816 NTH.2058 Dewey, John T. Block 33 Main St Northampton 1896 NTH.2269 44 Main St Northampton 1867 NTH.2270 Lee and Hussey Block 48 Main St Northampton 1867 NTH.2271 50 Main St Northampton c 1915 NTH.2057 Smith Charities Building 51 Main St Northampton 1865 NTH.109 Smith, E. L. House 55 Main St Northampton c 1855 NTH.3 Florence Savings Bank 61 Main St Northampton NTH.2129 Kirkland, Harvey Block 68-70 Main St Northampton 1848 NTH.182 Noble, Roscoe House 70 Main St Northampton r 1905 NTH.183 Sowerby, Arthur - Clark, Anson House 70 Main St Northampton r 1842 NTH.2414 Lambie, J. House 76-82 Main St Northampton 1895 NTH.2301 84-92 Main St Northampton c 1940 NTH.2300 96 Main St Northampton 1868 NTH.111 Miss Florence Diner 99 Main St Northampton 1941 NTH.2055 Hampshire County Courthouse 99 Main St Northampton c 1884 NTH.2299 100-104 Main St Northampton 1860 NTH.2128 Damon, Isaac Block 108 Main St Northampton r 1827 NTH.2060 Northampton Institute for Savings Building 109 Main St Northampton 1916 NTH.2272 Damon, Isaac Block 110-112 Main St Northampton r 1827 NTH.2423 114 Main St Northampton 1860 NTH.2297 116-118 Main St Northampton 1870 NTH.2296 122 Main St Northampton c 1880 NTH.2295 124-128 Main St Northampton c 1880 NTH.717 First Church of Christ Congregational Church 129 Main St Northampton 1877 NTH.2294 130-132 Main St Northampton 1913 NTH.2293 134 Main St Northampton c 1913 NTH.782 Northampton National Bank Building, Old 135 Main St Northampton 1866 NTH.2127 Kingsley, Charles B. Building 138-140 Main St Northampton 1844 NTH.781 Damon Building 141 Main St Northampton r 1855 Inv. No.Property Name Street Town Year Monday, June 13, 2016 22 47Page of DraftNTH.2292 142-146 Main St Northampton c 1940 NTH.780 Serio Block 147 Main St Northampton c 1860 NTH.2290 150 Main St Northampton c 1885 NTH.2291 150 Main St Northampton c 1885 NTH.779 Todd, William Block 153-159 Main St Northampton 1870 NTH.785 Columbian Building 158 Main St Northampton 1871 NTH.2356 175 Main St Northampton 1975 NTH.778 Old Draper Hotel 179 Main St Northampton 1871 NTH.789 Hillyer, Winthrop Block 180 Main St Northampton r 1855 NTH.27 Nonotuck Silk Company Worker Housing 183-185 Main St Northampton r 1905 NTH.788 Raymond Block 184 Main St Northampton c 1900 NTH.777 Fleming - Dewey Block 187 Main St Northampton 1871 NTH.2363 190-192 Main St Northampton c 1820 NTH.2258 Astman Block 191 Main St Northampton 1868 NTH.776 O'Brien Block - Carr, C. Block 193-201 Main St Northampton 1868 NTH.2355 193-195 Main St Northampton 1868 NTH.2362 196-200 Main St Northampton 1885 NTH.2361 202 Main St Northampton c 1880 NTH.775 Rusts Block 207-211 1/2 Main St Northampton 1867 NTH.790 Northampton Town Hall 210 Main St Northampton 1849 NTH.2357 212 Main St Northampton 1870 NTH.774 Dickinson, S. G. Block 213-215 Main St Northampton 1869 NTH.2426 219-223 Main St Northampton 1869 NTH.791 Northampton Unitarian Church 220 Main St Northampton 1904 NTH.2425 225-233 Main St Northampton 1885 NTH.773 Alberts Block 235 Main St Northampton 1890 NTH.792 Memorial Hall 240 Main St Northampton 1872 NTH.963 Northampton Remembers 240 Main St Northampton 1883 NTH.2354 241 Main St Northampton 1870 NTH.772 Wright, Ansel Block 243-249 Main St Northampton 1871 NTH.795 Northampton Gas Light Company 244 Main St Northampton 1856 NTH.767 Daley Block 259 Main St Northampton c 1886 NTH.20 Nonotuck Silk Mill Company 260 Main St Northampton 1880 NTH.794 Academy of Music 260 Main St Northampton 1891 NTH.2254 Daley Blocks 263 Main St Northampton 1886 NTH.2255 Daley Blocks 271 Main St Northampton 1886 NTH.2256 Daley Blocks 273 Main St Northampton 1886 NTH.2257 Daley Blocks 275 Main St Northampton 1886 Inv. No.Property Name Street Town Year Monday, June 13, 2016 23 47Page of DraftNTH.761 Northampton First Baptist Church 298 Main St Northampton 1903 NTH.2521 Williston Mill Boarding House 3 Maple St Northampton c 1852 NTH.2522 Mann, Arnold House 25 Maple St Northampton r 1878 NTH.2523 Hammond, Elisha - Stall, Frederick House 26 Maple St Northampton r 1853 NTH.176 Hill, Samuel L. House 31-35 Maple St Northampton r 1842 NTH.202 Wells, Hiram House 32 Maple St Northampton c 1850 NTH.174 Godfrey, William - Baker, L. K. Store 40-46 Maple St Northampton 1865 NTH.177 Storer, Oran House 43-47 Maple St Northampton c 1860 NTH.193 Gould, Charles E. House 51-53 Maple St Northampton c 1890 NTH.179 Latham, William P. House 59 Maple St Northampton c 1890 NTH.173 Gladden, Thomas House 60 Maple St Northampton r 1857 NTH.180 Abercrombie, Joel House 63 Maple St Northampton c 1864 NTH.172 Howes, Elisha B. House 72 Maple St Northampton r 1882 NTH.2556 Gould, Charles H. House 74 Maple St Northampton c 1870 NTH.224 Parsons, Charles O. Block 76-96 Maple St Northampton c 1900 NTH.181 81-83 Maple St Northampton c 1900 NTH.245 Carroll, James House 82 Maplewood Terr Northampton 1875 NTH.262 Kaber, Frank House 117 Maplewood Terr Northampton r 1889 NTH.261 O'Brien, Richard House 150 Maplewood Terr Northampton c 1869 NTH.2050 1-5 Market St Northampton r 1905 NTH.2203 McClure, Stanislas Block 4 Market St Northampton 1895 NTH.2049 Long, Richard - Williams House 7 Market St Northampton c 1700 NTH.2206 Williams, Catherine Block 9A Market St Northampton 1895 NTH.2207 Risely, Warren Block 9 Market St Northampton 1915 NTH.2048 O'Donnell, John B. Block 11-15 Market St Northampton r 1890 NTH.2051 Handy and Miller Warehouse 14 Market St Northampton c 1900 NTH.2202 Armour and Company Building 14 Market St Northampton 1895 NTH.2265 Potter, W. N. Sons and Company Warehouse 14 Market St Northampton c 1900 NTH.2368 14 Market St Northampton c 1915 NTH.2047 O'Donnell, John B. Block 17-25 Market St Northampton 1911 NTH.2124 Clark, Charles N. Apartment Building 36 Market St Northampton r 1890 NTH.2021 Strong, Seth II House 57 Market St Northampton c 1829 NTH.2052 60-62 Market St Northampton r 1867 NTH.2020 Wright, Asa House 63 Market St Northampton c 1760 NTH.2019 Moody, Marcus House 71-73 Market St Northampton r 1835 NTH.2053 Wright, Orange House 80 Market St Northampton r 1855 NTH.2524 Edwards, Charlotte P. House 90 Market St Northampton c 1865 NTH.1113 Clark, Edson House 94 Market St Northampton c 1867 Inv. No.Property Name Street Town Year Monday, June 13, 2016 24 47Page of DraftNTH.2012 Prentiss, William C. House 109 Market St Northampton r 1855 NTH.2348 22 Masonic St Northampton c 1860 NTH.768 Foote, E. N. Button Shop 32 Masonic St Northampton c 1880 NTH.769 Northampton Fire Station 60 Masonic St Northampton 1872 NTH.2353 61 Masonic St Northampton c 1950 NTH.2350 70-76 Masonic St Northampton c 1870 NTH.2351 72-74 Masonic St Northampton c 1870 NTH.2352 78 Masonic St Northampton c 1850 NTH.770 79 Masonic St Northampton c 1870 NTH.292 Mills, Henry House 10 Massasoit St Northampton c 1884 NTH.450 Brown, Catherine House 11 Massasoit St Northampton c 1888 NTH.291 Burrows, Emma G. House 12 Massasoit St Northampton c 1891 NTH.293 Smith, Oren - Campbell, Louis House 13 Massasoit St Northampton r 1891 NTH.290 16 Massasoit St Northampton r 1905 NTH.294 Coolidge, Calvin House 19 Massasoit St Northampton 1900 NTH.295 Smith, Oren - Daniels, Mary House 23 Massasoit St Northampton r 1891 NTH.289 24 Massasoit St Northampton r 1905 NTH.288 Draper, John W. House 44 Massasoit St Northampton r 1892 NTH.287 Wellington, Enos House 48 Massasoit St Northampton c 1870 NTH.296 51 Massasoit St Northampton r 1905 NTH.297 Cook, Francis M. House 59 Massasoit St Northampton c 1869 NTH.286 Cole, Walter House 60 Massasoit St Northampton r 1892 NTH.285 Smith, George W. House 64 Massasoit St Northampton r 1892 NTH.2525 Hargreaves, Benjamin House 66 Massasoit St Northampton c 1890 NTH.298 Maynard, Henry G. House 69 Massasoit St Northampton r 1889 NTH.2454 Maynard, Henry G. Carriage House 69 Massasoit St Northampton r 1889 NTH.284 Hennessey, Michael House 70 Massasoit St Northampton r 1892 NTH.299 Murphy, Peter House 81 Massasoit St Northampton c 1885 NTH.300 Murphy, Peter House 83 Massasoit St Northampton c 1892 NTH.301 Maynard, Peter House 93 Massasoit St Northampton r 1889 NTH.506 Hosford, Horace W. House 35 Maynard Rd Northampton r 1926 NTH.508 Stone, Isaac - Maynard, Charles House 50 Maynard Rd Northampton r 1866 NTH.507 78 Maynard Rd Northampton r 1926 NTH.134 Lilly, Alfred Public Library 19 Meadow St Northampton 1890 NTH.135 Emerson, Gary H. - Smith, William House 21 Meadow St Northampton c 1884 NTH.158 Gerhardt, William House 27 Meadow St Northampton c 1873 NTH.157 Powell, Oscar - Smith, Omer House 35 Meadow St Northampton 1867 NTH.2526 Frederick, Christina - Lewis, F. T. House 45 Meadow St Northampton r 1866 Inv. No.Property Name Street Town Year Monday, June 13, 2016 25 47Page of DraftNTH.2527 Shearn, Austin - Barrett, Edward House 48 Meadow St Northampton r 1865 NTH.2528 Ross, Abel House 61 Meadow St Northampton c 1842 NTH.153 Burt, Theodore House - Ross, Austin House and Farm 123 Meadow St Northampton 1830 NTH.2436 Ross Farm Hay Barn and Cow Shed 123 Meadow St Northampton c 1880 NTH.2440 Ross Farm Tobacco Barn 123 Meadow St Northampton c 1880 NTH.2441 Ross Farm Stables and Wagon House 123 Meadow St Northampton c 1900 NTH.2442 Ross Farm Corn Crib 123 Meadow St Northampton c 1900 NTH.2443 Blauvelt Tobacco Farms Worker Housing 123 Meadow St Northampton c 1955 NTH.2279 15 Merrick Ln Northampton c 1950 NTH.232 Law, William House 21 Middle St Northampton r 1865 NTH.194 Townsend, Henry House 24 Middle St Northampton r 1890 NTH.231 Donnell, James O. House 27 Middle St Northampton c 1870 NTH.195 Rice, William H. House 30 Middle St Northampton c 1885 NTH.2445 Rice, William H. Barn 30 Middle St Northampton c 1885 NTH.230 Phillips, William - Pease, Robert House 31-33 Middle St Northampton r 1866 NTH.2227 Hill, Samuel L. House 39 Middle St Northampton c 1860 NTH.196 Morgan, William B. House 40 Middle St Northampton r 1890 NTH.229 Hill Sewing Machine Factory Worker Housing 45 Middle St Northampton r 1865 NTH.197 Bardwell, Edwin - Plympton, Louis F. House 46 Middle St Northampton r 1866 NTH.2228 Hill, Samuel L. House 49 Middle St Northampton c 1865 NTH.198 Cunningham, James House 50 Middle St Northampton r 1878 NTH.228 Hill Sewing Machine Factory Worker Housing 53 Middle St Northampton c 1880 NTH.199 Genhard, William House 54 Middle St Northampton r 1866 NTH.227 Hill Sewing Machine Factory Worker Housing 57 Middle St Northampton r 1889 NTH.200 Smith, Lucinda H. House 58 Middle St Northampton r 1878 NTH.178 Bird, John W. House 62 Middle St Northampton c 1885 NTH.443 Butler, William Paper Mill Boarding House 109 Milton St Northampton c 1820 NTH.801 Peter and Paul Russian Orthodox Cemetery 33 Mountain St Northampton 1931 NTH.934 Mulberry Street Bridge Mulberry St Northampton 1913 NTH.14 Leeds General Store - Leeds Post Office 7 Mulberry St Northampton 1842 NTH.13 Nonotuck Silk Company Worker Housing 11 Mulberry St Northampton c 1880 NTH.1017 Kiley, Thomas H. House 10 Munroe St Northampton 1893 NTH.1024 Cleveland, Vernett E. House 11 Munroe St Northampton c 1892 NTH.1018 Kiley, Thomas M. House 12 Munroe St Northampton 1894 NTH.1025 Newton, Robert - Chabot, Marcia House 15 Munroe St Northampton 1895 NTH.1019 Brown, H. House 16 Munroe St Northampton c 1870 NTH.1020 Smith, H. M. House 20 Munroe St Northampton 1869 Inv. No.Property Name Street Town Year Monday, June 13, 2016 26 47Page of DraftNTH.1026 21 Munroe St Northampton r 1905 NTH.1027 Farr, Charles R. House 25 Munroe St Northampton 1874 NTH.1028 Lamb, Waldo H. House 29 Munroe St Northampton c 1876 NTH.1021 Currier, Sarah House 30 Munroe St Northampton r 1881 NTH.1030 Davis, Richard B. Jr. House 37 Munroe St Northampton c 1870 NTH.1031 Stearns, Luther G. House 39 Munroe St Northampton 1894 NTH.1032 Leary, William E. House 43 Munroe St Northampton c 1912 NTH.1022 McGrath, Timothy and James Double House 46-48 Munroe St Northampton c 1895 NTH.325 Brandle, Jacob House 17 Myrtle St Northampton c 1872 NTH.326 St. John, E. Lee House 29 Myrtle St Northampton 1872 NTH.600 Tunnicliff, Eliza House 38 Myrtle St Northampton c 1872 NTH.327 Frost, Henry House 39 Myrtle St Northampton c 1871 NTH.762 Sullivan, D. A. Junior High School 17-25 New South St Northampton 1895 NTH.2364 34 New South St Northampton c 1890 NTH.152 Parsons, I. S. Store - Nonotuck Silk Company Nonotuck St Northampton 1847 NTH.250 Donovan, Patrick House 54 Nonotuck St Northampton c 1883 NTH.2531 Cooper, Ezekiel House 129 Nonotuck St Northampton c 1850 NTH.2532 Wilson, Joseph House 133 Nonotuck St Northampton r 1850 NTH.225 Bensonville Manufacturing Company Worker Housing 179-181 Nonotuck St Northampton r 1845 NTH.2439 Dorsey - Jones House 191 Nonotuck St Northampton 1849 NTH.226 Bensonville Manufacturing Company Worker Housing 193-195 Nonotuck St Northampton c 1860 NTH.998 Nonotuck Silk Company Mill River Dam 296 Nonotuck St Northampton 1873 NTH.2534 Nonotuck Silk Company Garage 296 Nonotuck St Northampton c 1940 NTH.2535 Nonotuck Silk Company Power House 296 Nonotuck St Northampton c 1915 NTH.2533 Bensonville Manufacturing Company House 225 Nontuck St Northampton r 1860 NTH.997 Nonotuck Silk Company Gatehouse 296 Nontuck St Northampton r 1874 NTH.278 Sauter, Charles L. House 60 North Elm St Northampton 1908 NTH.236 O'Connor, Matthew T. House 184 North Elm St Northampton 1914 NTH.808 Saint Mary's Roman Catholic Cemetery 235 North Elm St Northampton 1850 NTH.6 372 North Farms Rd Northampton r 1880 NTH.8 Bridgeman, Noah House 373 North Farms Rd Northampton c 1830 NTH.7 Judd, William House 549 North Farms Rd Northampton c 1806 NTH.2209 Judd, William New England Barn 549 North Farms Rd Northampton c 1806 NTH.807 Hebrew Cemetery North King St Northampton 1895 NTH.806 Congregation B'nai Israel Cemetery 473 North King St Northampton c 1910 NTH.904 Look, Frank Newhall Memorial Park Fountain North Main St Northampton 1928 Inv. No.Property Name Street Town Year Monday, June 13, 2016 27 47Page of DraftNTH.114 Maine, George W. House 9 North Main St Northampton c 1880 NTH.122 Warren, Charles L. House 21 North Main St Northampton r 1868 NTH.121 Davis, Nelson House 29 North Main St Northampton 1870 NTH.120 Florence Free Congregational Church 35 North Main St Northampton r 1918 NTH.119 Florence Sewing Machine Company Worker Housing 41-43 North Main St Northampton r 1866 NTH.123 Bosworth, Sylvester J. House 58 North Main St Northampton c 1870 NTH.2552 59 North Main St Northampton r 1915 NTH.118 Davis, Jehiel M. House 61 North Main St Northampton c 1869 NTH.2537 61A North Main St Northampton c 1920 NTH.124 Damon, Chester House 68 North Main St Northampton c 1885 NTH.125 Black, John C. House 72 North Main St Northampton c 1880 NTH.126 Chase, Frederick E. House 80 North Main St Northampton c 1882 NTH.127 Torrey, Calvin House 84 North Main St Northampton c 1886 NTH.2553 Shannon, James House 85-87 North Main St Northampton c 1909 NTH.128 Florence Methodist - Episcopal Church Parsonage 88 North Main St Northampton c 1881 NTH.110 Davis, Nelson Block 91 North Main St Northampton 1860 NTH.129 Bush, Joseph - Chapin, Rev. Martin House 94 North Main St Northampton r 1870 NTH.130 Worth, Charles P. - Otis, Harry House 104 North Main St Northampton c 1870 NTH.70 Perry, James House 124 North Main St Northampton r 1870 NTH.69 Davis, Emory C. House 130 North Main St Northampton r 1870 NTH.68 Ruiter, Nelson House 140 North Main St Northampton r 1910 NTH.62 Gardner, Bela House 156-158 North Main St Northampton c 1870 NTH.67 Allen, Bennett House 165 North Main St Northampton c 1870 NTH.61 Gardner, Bela House 166-168 North Main St Northampton c 1873 NTH.66 Porter, R. Lynn House 171 North Main St Northampton r 1890 NTH.60 Pease, Martha House 172-174 North Main St Northampton c 1892 NTH.65 Smith, Thomas P. House 177 North Main St Northampton c 1870 NTH.64 Merry, Charles W. House 185 North Main St Northampton 1872 NTH.59 Mason, Edwin House 186 North Main St Northampton 1888 NTH.63 Campbell, Levi N. House 189 North Main St Northampton r 1878 NTH.57 Smith, George T. House 190 North Main St Northampton r 1880 NTH.54 Campbell, George L. House 197 North Main St Northampton r 1871 NTH.56 Gardner, Bela House 202 North Main St Northampton 1868 NTH.53 Campbell, Frederick E. House 203 North Main St Northampton c 1873 NTH.52 Darker, Daniel E. House 209 North Main St Northampton 1871 NTH.51 Warner, Luther H. House 217 North Main St Northampton 1884 Inv. No.Property Name Street Town Year Monday, June 13, 2016 28 47Page of DraftNTH.50 Clark, Charles House 221 North Main St Northampton r 1926 NTH.55 Warner, Arthur S. House 230 North Main St Northampton 1911 NTH.48 Warner, John F. House 300 North Main St Northampton 1868 NTH.943 Northampton V. A. Hospital - Water Tower 421 North Main St Northampton 1923 NTH.944 V. A. Medical Center Incinerator 421 North Main St Northampton 1934 NTH.945 Northampton V. A. Hospital - Brick Chimney Stack 421 North Main St Northampton 1923 NTH.946 Northampton V. A. Hospital - Flag Pole 421 North Main St Northampton 1924 NTH.947 Northampton V. A. Hospital - Bear Hill Garden 421 North Main St Northampton 1967 NTH.948 Northampton V. A. Hospital - Electrical Switchgear 421 North Main St Northampton 1977 NTH.966 Northampton V. A. Hospital - Pavilion 421 North Main St Northampton 1962 NTH.967 Northampton V. A. Hospital - Connecting Corridors 421 North Main St Northampton r 1985 NTH.968 Northampton V. A. Hospital - Connecting Corridors 421 North Main St Northampton r 1930 NTH.969 Northampton V. A. Hospital - Bicycle Shelter 421 North Main St Northampton r 1990 NTH.970 Northampton V. A. Hospital - Mechanical Building 421 North Main St Northampton r 1990 NTH.971 Northampton V. A. Hospital - Formal Entry Drive 421 North Main St Northampton c 1923 NTH.2369 Northampton V. A. Hospital - Main Building 421 North Main St Northampton 1923 NTH.2370 Northampton V. A. Hospital - Continued Treatment 421 North Main St Northampton 1923 NTH.2371 Northampton V. A. Hospital - Re-Education Building 421 North Main St Northampton 1923 NTH.2372 Northampton V. A. Hospital - Disturbed Patients 421 North Main St Northampton 1923 NTH.2373 Northampton V. A. Hospital - Mess and Kitchen 421 North Main St Northampton 1923 NTH.2374 Northampton V. A. Hospital - Continued Treatment 421 North Main St Northampton 1926 NTH.2375 Northampton V. A. Hospital - Re-Education Building 421 North Main St Northampton 1923 NTH.2376 Northampton V. A. Hospital - Convalescent Cottage 421 North Main St Northampton 1923 NTH.2377 Northampton V. A. Hospital - Tuberculosis Building 421 North Main St Northampton 1923 NTH.2378 Northampton V. A. Hospital - Recreation Building 421 North Main St Northampton 1926 NTH.2379 Northampton V. A. Hospital - Male - Female Quarter 421 North Main St Northampton 1923 NTH.2380 Northampton V. A. Hospital - Garage 421 North Main St Northampton 1923 NTH.2381 Northampton V. A. Hospital - Laundry 421 North Main St Northampton 1925 NTH.2382 Northampton V. A. Hospital - Boiler House 421 North Main St Northampton 1923 NTH.2383 Northampton V. A. Hospital - Storehouse 421 North Main St Northampton 1923 Inv. No.Property Name Street Town Year Monday, June 13, 2016 29 47Page of DraftNTH.2384 Northampton V. A. Hospital - Assistant's Quarters 421 North Main St Northampton 1923 NTH.2385 Northampton V. A. Hospital - Assistant's Quarters 421 North Main St Northampton 1923 NTH.2386 Northampton V. A. Hospital - Assistant's Quarters 421 North Main St Northampton 1923 NTH.2387 Northampton V. A. Hospital - Nurses' Quarters 421 North Main St Northampton 1923 NTH.2388 Northampton V. A. Hospital - Staff Quarters 421 North Main St Northampton 1923 NTH.2389 Northampton V. A. Hospital - M. O. In Charge House 421 North Main St Northampton 1923 NTH.2390 Northampton V. A. Hospital - Staff Quarters 421 North Main St Northampton 1923 NTH.2391 Northampton V. A. Hospital - Picnic Shelter 421 North Main St Northampton c 1967 NTH.2392 Northampton V. A. Hospital - Occupational Therapy 421 North Main St Northampton 1930 NTH.2393 Northampton V. A. Hospital - Continued Treatment 421 North Main St Northampton 1937 NTH.2394 Northampton V. A. Hospital - Greenhouse 421 North Main St Northampton 1930 NTH.2395 Northampton V. A. Hospital - Nurses' Garage 421 North Main St Northampton 1930 NTH.2396 Northampton V. A. Hospital - Meter House 421 North Main St Northampton 1923 NTH.2397 Northampton V. A. Hospital - Piggery - Abattoir 421 North Main St Northampton 1923 NTH.2398 Northampton V. A. Hospital - Horse Barn 421 North Main St Northampton 1923 NTH.2399 Northampton V. A. Hospital - Storage Building 421 North Main St Northampton 1976 NTH.2400 Northampton V. A. Hospital - Storage Building 421 North Main St Northampton r 1955 NTH.2401 Northampton V. A. Hospital - Chapel 421 North Main St Northampton 1959 NTH.2402 Northampton V. A. Hospital - Paint Shop 421 North Main St Northampton 1947 NTH.2403 V. A. Medical Center Garage and Storage Building 421 North Main St Northampton 1947 NTH.2404 V. A. Medical Center Storage Building 421 North Main St Northampton 1947 NTH.2405 Northampton V. A. Hospital - Storage Building 421 North Main St Northampton 1947 NTH.2406 Northampton V. A. Hospital - Storage Quonset Hut 421 North Main St Northampton 1947 NTH.2407 Northampton V. A. Hospital - Carpenter Shop 421 North Main St Northampton 1947 NTH.2408 V. A. Medical Center Plumbing Shop 421 North Main St Northampton 1947 NTH.2409 Northampton V. A. Hospital - Lock Shop 421 North Main St Northampton 1947 NTH.2410 V. A. Medical Center Worker Housing 421 North Main St Northampton 1947 NTH.2411 Northampton V. A. Hospital - Greenhouse 421 North Main St Northampton 1967 NTH.2455 V. A. Medical Center Storage Building 421 North Main St Northampton 1947 NTH.2456 Northampton V. A. Hospital - Generator Building 421 North Main St Northampton r 1990 NTH.2457 Northampton V. A. Hospital - Generator Building 421 North Main St Northampton r 1990 NTH.2458 Northampton V. A. Hospital - Generator Building 421 North Main St Northampton r 1990 Inv. No.Property Name Street Town Year Monday, June 13, 2016 30 47Page of DraftNTH.2459 Northampton V. A. Hospital - Waste Storage Bldg. 421 North Main St Northampton r 1985 NTH.2460 Northampton V. A. Hospital - Generator Building 421 North Main St Northampton r 1990 NTH.2461 Northampton V. A. Hospital - Generator Building 421 North Main St Northampton r 1990 NTH.2462 Northampton V. A. Hospital - Unknown 421 North Main St Northampton r 1990 NTH.2463 Northampton V. A. Hospital - Unknown 421 North Main St Northampton 2009 NTH.2464 Northampton V. A. Hospital - Generator Building 421 North Main St Northampton r 1990 NTH.2465 Northampton V. A. Hospital - Steam Sterilizer 421 North Main St Northampton 1986 NTH.2466 Northampton V. A. Hospital - AC Equipment Building 421 North Main St Northampton r 2005 NTH.2467 Northampton V. A. Hospital - Storage Building 421 North Main St Northampton r 1980 NTH.115 Orcutt - Hussey and Company Hardware Store 12 North Maple St Northampton 1872 NTH.116 Squires, Asa Building 16 North Maple St Northampton c 1870 NTH.113 Cottage Hotel 17 North Maple St Northampton c 1880 NTH.112 Pease, Robert H. Block 21-23 North Maple St Northampton 1882 NTH.117 Norwood Engineering Company Building No. 1 28-32 North Maple St Northampton c 1889 NTH.2538 Norwood Engineering Company Building No. 2 28-32 North Maple St Northampton c 1873 NTH.2539 Norwood Engineering Company Building No. 3 28-32 North Maple St Northampton NTH.95 Wilcox, Watson House 54 North Maple St Northampton r 1870 NTH.94 Goodwin, Edward B. House 60 North Maple St Northampton r 1870 NTH.84 Root, Erastus P. House 96 North Maple St Northampton c 1884 NTH.85 Hood, Charles R. House 97 North Maple St Northampton r 1889 NTH.83 Graves, Charles L. House 100 North Maple St Northampton r 1870 NTH.86 Bosworth, Sylvester J. House 101 North Maple St Northampton r 1870 NTH.82 White, Sylvester House 106 North Maple St Northampton c 1882 NTH.136 Davis, Hubbard B. - Whitmarsh, Jacob House 107 North Maple St Northampton r 1870 NTH.81 Huxley, Dwight House 110 North Maple St Northampton r 1887 NTH.75 Van Slyke, J. House 116 North Maple St Northampton c 1870 NTH.76 Darrow, Wealthy House 122 North Maple St Northampton r 1870 NTH.74 Bartlett, Calvin House 125 North Maple St Northampton r 1870 NTH.77 Moore, Frederick House 126 North Maple St Northampton r 1870 NTH.78 Martin, R. House 132 North Maple St Northampton r 1870 NTH.73 Dibble, Horace House 163 North Maple St Northampton c 1879 NTH.2219 Dibble, Horace Barn 163 North Maple St Northampton r 1881 NTH.804 Spring Grove Cemetery 300 North Maple St Northampton 1883 NTH.410 Rogers, Rebecca House 43 North St Northampton c 1846 NTH.406 Allen, William Jr. House 53 North St Northampton c 1840 NTH.401 Pratt, Thomas House 83 North St Northampton r 1855 Inv. No.Property Name Street Town Year Monday, June 13, 2016 31 47Page of DraftNTH.322 Kingsbury Box Company 84 North St Northampton c 1885 NTH.323 Strong, Edward B. House 96 North St Northampton r 1889 NTH.380 Munyan, Aubrey B. House 118-120 North St Northampton c 1892 NTH.381 Spofford, Edward H. House 124 North St Northampton c 1891 NTH.382 Kinney, Charles W. House 128 North St Northampton r 1891 NTH.383 Kingsbury, Arthur L. House 134 North St Northampton r 1891 NTH.2453 Kingsbury, Arthur L. Carriage Barn 134 North St Northampton r 1891 NTH.384 Lyman, Joseph - Bates, Sen. Isaac House 154 North St Northampton r 1803 NTH.393 Norton, George House 173 North St Northampton c 1900 NTH.431 Day, Mary E. House 26-28 Norwood Ave Northampton r 1889 NTH.430 Blakesley, Willis House 57 Norwood Ave Northampton c 1890 NTH.429 Purseglove, Thomas House 60 Norwood Ave Northampton c 1885 NTH.901 Leeds Hotel Bridge Old Shepard Rd Northampton r 1880 NTH.786 Parsons, Enos House 7 Old South St Northampton c 1850 NTH.2419 13 Old South St Northampton 1840 NTH.2011 Parsons, Noah House 48 Old South St Northampton c 1750 NTH.2610 48 Old South St Northampton NTH.2010 Parsons House 54 Old South St Northampton 1761 NTH.2007 Kingsley, Samuel Jr. House 67-69 Old South St Northampton c 1840 NTH.2004 Clapp, Alvin W. House 70 Old South St Northampton c 1893 NTH.2263 Clapp, Alvin W. Carriage House 70 Old South St Northampton r 1894 NTH.2006 Prindle, William F. House 73 Old South St Northampton r 1880 NTH.950 Old Springfield Road Bridge over Mill River Old Springfield Rd Northampton 1940 NTH.1070 Parker, Charles House 23 Olive St Northampton r 1871 NTH.1068 Noble, Cyrus House 26 Olive St Northampton r 1870 NTH.1071 27 Olive St Northampton r 1871 NTH.2260 31 Olive St Northampton r 1871 NTH.2261 33 Olive St Northampton r 1871 NTH.1072 Ellsworth, Charles House 45 Olive St Northampton r 1871 NTH.397 4 Orchard St Northampton r 1905 NTH.394 21-23 Orchard St Northampton r 1906 NTH.398 24-26 Orchard St Northampton r 1906 NTH.399 36 Orchard St Northampton r 1906 NTH.721 Pillsbury, J. H. - Cobb, John Storer House Paradise Rd Northampton 1886 NTH.588 Smith College President's House 8 Paradise Rd Northampton 1920 NTH.587 Kneeland, Frederick N. Estate Outbuilding 16 Paradise Rd Northampton c 1895 NTH.561 Allen House 20-22 Paradise Rd Northampton r 1870 NTH.562 Wakeman House 36 Paradise Rd Northampton c 1930 Inv. No.Property Name Street Town Year Monday, June 13, 2016 32 47Page of DraftNTH.563 Peck, Sarah A. House 38 Paradise Rd Northampton 1887 NTH.564 McCallum, George B. House 58 Paradise Rd Northampton c 1912 NTH.565 Pickett, Rev. Cyrus House 61 Paradise Rd Northampton r 1889 NTH.566 Clapp, William H. House 65 Paradise Rd Northampton 1887 NTH.723 Smith College - Mason, Elizabeth Infirmary 65 Paradise Rd Northampton 1917 NTH.722 Drury, S. Dwight House 66 Paradise Rd Northampton 1887 NTH.637 Abell, Asahel S. House Park Ave Northampton c 1840 NTH.638 Abell, Asahel S. Workshop 17 Park Ave Northampton r 1857 NTH.165 Parsons, Isaac S. House 4 Park St Northampton 1860 NTH.2224 Parsons, Isaac S. Carriage House 4 Park St Northampton c 1870 NTH.166 Bray, Eliphalet - Hoadley, George House 9 Park St Northampton c 1871 NTH.164 Eldridge, Amos House 10 Park St Northampton c 1857 NTH.167 Eaton, Edwin - Haven, William House 13 Park St Northampton c 1860 NTH.163 Estabrook, Alanson C. House 14 Park St Northampton 1884 NTH.162 Rosbrook, Francis O. - Kyle, Oscar House 18 Park St Northampton c 1865 NTH.2223 Kyle, Oscar Carriage House 18 Park St Northampton r 1851 NTH.168 Judd, Hall House 21 Park St Northampton 1846 NTH.161 Ware, Arthur House 22 Park St Northampton r 1900 NTH.160 Bowers, Adaline House 26 Park St Northampton r 1857 NTH.169 Brewer, Edwin B. House 27 Park St Northampton 1895 NTH.159 Bowers, Adaline House 30 Park St Northampton c 1855 NTH.2551 Parsons, Isaac House 32 Park St Northampton c 1857 NTH.2542 Truth, Sojourner - Brackett, E. House 35 Park St Northampton r 1875 NTH.2543 Bowers, Adeline E. - Riley, J. House 36 Park St Northampton 1854 NTH.802 Park Street Cemetery 44 Park St Northampton 1825 NTH.170 Shumway, Albert W. House 63 Park St Northampton c 1890 NTH.171 North Schoolhouse 67 Park St Northampton c 1860 NTH.2182 16 Parquette Ave Northampton c 1820 NTH.400 Hyde, Andrew House 82 Parsons St Northampton 1896 NTH.2134 Guilford's Livery Stable 9 Pearl St Northampton 1897 NTH.2317 10 Pearl St Northampton c 1900 NTH.2085 Dickinson, Charles H. House 22 Phillips Pl Northampton c 1854 NTH.2083 Butler, Elizabeth House 24 Phillips Pl Northampton c 1850 NTH.2084 Dickinson, Charles H. Carriage Barn 24 Phillips Pl Northampton r 1890 NTH.2086 Slate, Erastus House 25 Phillips Pl Northampton r 1851 NTH.2082 Hunt, Josiah - Wright, Caleb House 28 Phillips Pl Northampton c 1847 NTH.2087 Turner, J. M. House 29 Phillips Pl Northampton c 1865 NTH.2081 Loomis, Charles P. House 36 Phillips Pl Northampton c 1851 Inv. No.Property Name Street Town Year Monday, June 13, 2016 33 47Page of DraftNTH.2088 Burnell, Kingsley A. - White, Rev Morris E. House 37 Phillips Pl Northampton 1853 NTH.2631 42 Phillips Pl Northampton c 1849 NTH.2080 Reid, J. W. House 50 Phillips Pl Northampton 1894 NTH.2089 Kinney, Charles H. House 51 Phillips Pl Northampton 1848 NTH.2079 Smith, Watson L. House 58 Phillips Pl Northampton 1865 NTH.2090 Clark, O. S. House 59 Phillips Pl Northampton c 1848 NTH.2091 Clark, O. S. Outbuilding 59 Phillips Pl Northampton r 1878 NTH.211 Temperance Hall 45 Pine St Northampton 1884 NTH.2446 Annunciation School Association Building 47 Pine St Northampton 1884 NTH.210 Bond, Henry Herrick House 71 Pine St Northampton c 1870 NTH.201 Hill Institute 77 Pine St Northampton 1876 NTH.209 Williston, A. L. House 98 Pine St Northampton c 1865 NTH.208 Florence Congregational Church Parsonage 110-112 Pine St Northampton c 1860 NTH.207 Dorsey, Charles Robert House 114 Pine St Northampton c 1870 NTH.203 119 Pine St Northampton c 1920 NTH.204 Willey, Dr. G. A. House 121 Pine St Northampton r 1878 NTH.206 Look, Dwight B. House 122 Pine St Northampton c 1862 NTH.205 Florence Congregational Church and Parish House 130 Pine St Northampton c 1861 NTH.151 Florence Manufacturing Company 151 Pine St Northampton 1866 NTH.148 Smith, H. House 153 Pine St Northampton c 1850 NTH.149 Porter, Samuel House 159 Pine St Northampton c 1885 NTH.2130 Arnold, W. F. Block 7-11 Pleasant St Northampton 1850 NTH.2275 Tillotson Block 13-23 Pleasant St Northampton 1850 NTH.2062 Dewey, John F. Block 24-36 Pleasant St Northampton c 1912 NTH.2274 Kirkland, Harvey Block 25-27 Pleasant St Northampton 1850 NTH.2131 Cook Block 29 Pleasant St Northampton c 1890 NTH.2310 38-44 Pleasant St Northampton c 1900 NTH.2311 46-56 Pleasant St Northampton c 1890 NTH.1125 U. S. Post Office - Northampton Central Branch 47 Pleasant St Northampton 1903 NTH.2312 58-64 Pleasant St Northampton c 1940 NTH.2309 71-73 Pleasant St Northampton c 1920 NTH.2313 76 Pleasant St Northampton c 1920 NTH.2132 Hampton Hotel 79-83 Pleasant St Northampton 1896 NTH.2314 84-88 Pleasant St Northampton c 1900 NTH.2315 94-98 Pleasant St Northampton c 1900 NTH.2316 110 Pleasant St Northampton c 1950 Inv. No.Property Name Street Town Year Monday, June 13, 2016 34 47Page of DraftNTH.2135 Graham, Sylvester House 111 Pleasant St Northampton c 1800 NTH.2148 Union Station 125 Pleasant St Northampton r 1896 NTH.2149 Hayden Foundry and Machine Company 196 Pleasant St Northampton c 1873 NTH.2151 Northampton Lumber Company 256-270 Pleasant St Northampton r 1865 NTH.106 Wood, Joseph House 28 Plymouth Ave Northampton 1911 NTH.2117 Draper, John L. House 2 Pomeroy Terr Northampton 1895 NTH.2632 5 Pomeroy Terr Northampton c 1900 NTH.2116 Staplin, Henry P. Double House 6-8 Pomeroy Terr Northampton r 1890 NTH.2115 Dakin, Chester H. House 10 Pomeroy Terr Northampton c 1884 NTH.2114 Briscoll, George - LaSalle, James House 16 Pomeroy Terr Northampton r 1922 NTH.2113 Sherman, Sylvanus Parsons House 20 Pomeroy Terr Northampton c 1884 NTH.2077 Sherman, Louis House 23 Pomeroy Terr Northampton c 1895 NTH.2112 Crooks, Edgar F. House 28 Pomeroy Terr Northampton 1885 NTH.2111 Crafts, David W. - Clapp, Edwin C. - Spencer House 36 Pomeroy Terr Northampton 1885 NTH.2078 Dickinson, Simon House 37 Pomeroy Terr Northampton c 1870 NTH.2110 French, M. M. Carriage Barn 40 Pomeroy Terr Northampton c 1882 NTH.2109 French, M. M. House 44 Pomeroy Terr Northampton c 1848 NTH.2108 Clarke, Edward - Ellis, Rev. Rufus House 48 Pomeroy Terr Northampton c 1847 NTH.2107 Green, Thomas - Gaylord, William House 58 Pomeroy Terr Northampton 1849 NTH.2092 Warner, Lewis House 59 Pomeroy Terr Northampton r 1890 NTH.2633 59 Pomeroy Terr Northampton 1885 NTH.2100 Butler, Sarah House 67 Pomeroy Terr Northampton c 1900 NTH.2634 68 Pomeroy Terr Northampton 1860 NTH.2101 Lawrence, William House 71 Pomeroy Terr Northampton 1856 NTH.2106 King, Raymond B. House 72 Pomeroy Terr Northampton c 1910 NTH.2641 73 Pomeroy Terr Northampton NTH.2642 75 Pomeroy Terr Northampton NTH.2643 77 Pomeroy Terr Northampton NTH.2105 Baker, Osmyn - French - Watson House 78 Pomeroy Terr Northampton 1855 NTH.2644 79 Pomeroy Terr Northampton NTH.2103 Field, Leonard G. House 83 Pomeroy Terr Northampton c 1869 NTH.2104 Prince, John House 88 Pomeroy Terr Northampton c 1895 NTH.2635 90 Pomeroy Terr Northampton 1900 NTH.912 Northampton State Hospital - Butler Barn Prince St Northampton 1961 NTH.919 Northampton State Hospital Horse Barn Prince St Northampton c 1860 NTH.928 Northampton State Hospital Fountain Prince St Northampton 1876 NTH.929 Northampton State Hospital Airing Court Prince St Northampton 1872 Inv. No.Property Name Street Town Year Monday, June 13, 2016 35 47Page of DraftNTH.1144 Northampton State Hospital - South Ward #1 Prince St Northampton r 1857 NTH.1146 Northampton State Hospital - South Ward #2 Prince St Northampton r 1857 NTH.1147 Northampton State Hospital - South Ward #3 Prince St Northampton r 1857 NTH.1148 Northampton State Hospital - North Ward #1 Prince St Northampton r 1857 NTH.1149 Northampton State Hospital - North Ward #2 Prince St Northampton r 1857 NTH.1150 Northampton State Hospital - North Ward #3 Prince St Northampton r 1857 NTH.1151 Northampton State Hospital - Rear Wing Prince St Northampton r 1857 NTH.1152 Northampton State Hospital - Rear Center, North Prince St Northampton r 1892 NTH.1153 Northampton State Hospital - Rear Center - South Prince St Northampton r 1857 NTH.1158 Northampton State Hospital - Main Kitchen Prince St Northampton 1938 NTH.1166 Northampton State Hospital - Recreation Building Prince St Northampton 1932 NTH.1179 Northampton State Hospital Superintendant's House Prince St Northampton 1940 NTH.1184 Northampton State Hospital - E Building Prince St Northampton c 1929 NTH.2262 Northampton State Hospital Employees Garage Prince St Northampton r 1927 NTH.913 Northampton State Hospital Barn 1 Prince St Northampton c 1840 NTH.914 Northampton State Hospital Hen House 1 Prince St Northampton 1920 NTH.915 Northampton State Hospital Greenhouse 1 Prince St Northampton c 1870 NTH.916 Northampton State Hospital Cow Barn 1 Prince St Northampton 1900 NTH.917 Northampton State Hospital Piggery 1 Prince St Northampton 1861 NTH.918 Northampton State Hospital Stable 1 Prince St Northampton c 1870 NTH.920 Northampton State Hospital Main Garage 1 Prince St Northampton 1966 NTH.923 Northampton State Hospital Wagon Shed 1 Prince St Northampton c 1900 NTH.924 Northampton State Hospital Storage Shed 1 Prince St Northampton 1939 NTH.925 Northampton State Hospital Pavilion 1 Prince St Northampton 1962 NTH.927 Northampton State Hospital Main Entrance Gate 1 Prince St Northampton 1867 NTH.930 Northampton State Hospital - 1878 Stone 1 Prince St Northampton 1878 NTH.953 Northampton State Hospital - Main Lawn 1 Prince St Northampton c 1855 NTH.954 Northampton State Hospital - Carriage Roads 1 Prince St Northampton c 1865 NTH.955 Northampton State Hospital - Foot Path 1 Prince St Northampton c 1876 NTH.956 Northampton State Hospital - Memorial South Lawn 1 Prince St Northampton r 1935 NTH.957 Northampton State Hospital - Agricultural Land 1 Prince St Northampton r 1855 NTH.1143 Northampton State Hospital Administration Building 1 Prince St Northampton r 1857 NTH.1154 Northampton State Hospital - South Infirmary 1 Prince St Northampton 1905 NTH.1155 Northampton State Hospital - North Infirmary 1 Prince St Northampton 1905 NTH.1156 Northampton State Hospital - South Ward #4 1 Prince St Northampton 1925 Inv. No.Property Name Street Town Year Monday, June 13, 2016 36 47Page of DraftNTH.1157 Northampton State Hospital - North Ward #4 1 Prince St Northampton 1924 NTH.1159 Northampton State Hospital - Haskell Building 1 Prince St Northampton 1959 NTH.1160 Northampton State Hospital - Nurses Home 1 Prince St Northampton 1928 NTH.1161 Northampton State Hospital Male Attendants Home 1 Prince St Northampton 1932 NTH.1162 Northampton State Hospital - South Employees Home 1 Prince St Northampton c 1930 NTH.1163 Northampton State Hospital - North Employees Home 1 Prince St Northampton c 1930 NTH.1164 Northampton State Hospital - Carpenter Shops 1 Prince St Northampton 1910 NTH.1165 Northampton State Hospital - Farm Workers' Bldg 1 Prince St Northampton 1870 NTH.1183 Northampton State Hospital - D Building 1 Prince St Northampton c 1929 NTH.1185 Northampton State Hospital - C Building 1 Prince St Northampton 1932 NTH.1186 Northampton State Hospital - F Building 1 Prince St Northampton 1935 NTH.1187 Northampton State Hospital - Memorial Cafeteria 1 Prince St Northampton 1936 NTH.1188 Northampton State Hospital - AP Building 1 Prince St Northampton 1952 NTH.1189 Northampton State Hospital - G Building 1 Prince St Northampton 1967 NTH.2430 Northampton State Hospital Storage Barn 1 Prince St Northampton c 1900 NTH.2431 Northampton State Hosptial - M. C. Connector 1 Prince St Northampton r 1935 NTH.2432 Northampton State Hosptial - M. C. Connector 1 Prince St Northampton r 1935 NTH.2433 Northampton State Hosptial - M. C. Connector 1 Prince St Northampton r 1935 NTH.1182 Ellsworth, George House 33-35 Prince St Northampton c 1855 NTH.1180 Northampton State Hospital Worker Housing 37 Prince St Northampton 1940 NTH.1181 Northampton State Hospital Worker Housing 39 Prince St Northampton 1940 NTH.270 Denniston, Dr. Edward - Maynard, Otis House 305 Prospect Heights Northampton c 1800 NTH.2567 Schadee, Ernest - Welch, Roy House 101 Prospect Rd Northampton c 1910 NTH.676 McCallum, Alexander House 10 Prospect St Northampton 1882 NTH.686 Smith College - Lamont House 17 Prospect St Northampton 1955 NTH.2615 Smith College - Department of Education 37 Prospect St Northampton r 1910 NTH.659 Trumbull, J. R. House 45 Prospect St Northampton r 1870 NTH.628 51 Prospect St Northampton c 1820 NTH.625 Manse, The 54 Prospect St Northampton c 1744 NTH.627 Holmes, Rebecca House 55 Prospect St Northampton 1908 NTH.626 Kimball, Henry A. House 57 Prospect St Northampton r 1878 NTH.2564 Williams, Maude House 63 Prospect St Northampton c 1930 NTH.619 Pickett, Joseph House 67 Prospect St Northampton r 1929 NTH.615 Prospect Apartments 69 Prospect St Northampton r 1929 NTH.2565 Dragon, Louis House 85 Prospect St Northampton r 1900 Inv. No.Property Name Street Town Year Monday, June 13, 2016 37 47Page of DraftNTH.2566 Cornwell, Norman House 87 Prospect St Northampton c 1870 NTH.598 93 Prospect St Northampton c 1895 NTH.2568 Parsons, T. - Gleasner, John House 105 Prospect St Northampton r 1770 NTH.2569 Griffen, T. - Beatwood, Warren House 111 Prospect St Northampton c 1850 NTH.2570 Guildford, Austin - Driver, Ernest House 119 Prospect St Northampton c 1870 NTH.2572 Cornwell, E. C. House 129 Prospect St Northampton c 1850 NTH.2573 White, Catherine - Blanchfield, Edward House 137 Prospect St Northampton c 1870 NTH.2574 Duvall, Edward House 155 Prospect St Northampton c 1900 NTH.2575 Sullivan, Henry House 163 Prospect St Northampton c 1900 NTH.2576 Bowen, Denis - Diggins, John House 169 Prospect St Northampton c 1900 NTH.2577 Roach - Murphy, Daniel House 175 Prospect St Northampton r 1866 NTH.2578 Casey, Rose - Bishop Brothers Office 177-179 Prospect St Northampton c 1915 NTH.2579 Fole, James P. - O'Neil, John J. House 182 Prospect St Northampton r 1895 NTH.2580 Finessey, M. - Sullivan, Eugene House 183-185 Prospect St Northampton c 1850 NTH.2581 Fenessey, M. C. - Wilson, Royal House 193 Prospect St Northampton r 1890 NTH.2582 Godfrey, William - Bliz, Anton House 197 Prospect St Northampton c 1870 NTH.2583 Gordon - Kilfy House 215 Prospect St Northampton c 1870 NTH.2584 Stevens, William - Gilligan, John House 217 Prospect St Northampton c 1915 NTH.2585 Noble, W. Clyde - Rumse, Edward House 219 Prospect St Northampton c 1900 NTH.2586 Pontbriand, Romeo House 220 Prospect St Northampton r 1925 NTH.2588 Simison, David House 224 Prospect St Northampton c 1895 NTH.339 Black, Raymond House 226 Prospect St Northampton r 1905 NTH.2589 Berger, Lewis House 242 Prospect St Northampton c 1915 NTH.2590 Hoga, Annie - Doane, Christine House 244 Prospect St Northampton c 1890 NTH.2591 Lapan, Daniel - Barnes, Wellington House 260 Prospect St Northampton c 1915 NTH.2592 Stetson, Francis - Jagar, Ralph House 268 Prospect St Northampton c 1890 NTH.275 Maloney, Patrick House 271 Prospect St Northampton r 1864 NTH.276 Lyons, James House 274 Prospect St Northampton r 1893 NTH.273 Hurley, James H. House 281 Prospect St Northampton r 1926 NTH.272 Stockwell, Fred A. House 291 Prospect St Northampton c 1845 NTH.2593 Dean, Charles House 301 Prospect St Northampton c 1920 NTH.269 Pollard, John House 323 Prospect St Northampton r 1905 NTH.2594 Goldwasser, Max - Rhoades, Charles House 329 Prospect St Northampton c 1920 NTH.2595 Aldrich, Herman House 333 Prospect St Northampton c 1900 NTH.268 Whalen, Daniel House 341 Prospect St Northampton r 1897 NTH.2596 Buodo, John House 345 Prospect St Northampton c 1920 NTH.2597 Sullivan, Dennis House 353 Prospect St Northampton c 1920 NTH.2598 O'Brien, James W. Jr. House 387 Prospect St Northampton c 1925 Inv. No.Property Name Street Town Year Monday, June 13, 2016 38 47Page of DraftNTH.267 Kinney, C. M. House 397 Prospect St Northampton 1861 NTH.266 Jager, Frederick G. House 409 Prospect St Northampton c 1895 NTH.2230 Jager, Frederick G. Carriage House 409 Prospect St Northampton c 1895 NTH.265 Jager, George F. House 415 Prospect St Northampton c 1895 NTH.264 Hampshire County Children's Home 425 Prospect St Northampton c 1914 NTH.2147 Randolph Place Row 2-18 Randolph Pl Northampton c 1890 NTH.900 Beaver Brook Arch River Rd Northampton c 1867 NTH.965 River Road Bridge over Mill River River Rd Northampton 1922 NTH.12 Davis, Anthony House 50 River Rd Northampton r 1878 NTH.2210 Davis, Anthony Garage 50 River Rd Northampton r 1878 NTH.379 67 Riverbank Rd Northampton r 1905 NTH.910 Northampton Paper Mill Company Raceway Riverside Dr Northampton c 1836 NTH.253 89 Riverside Dr Northampton c 1910 NTH.252 Boynton, Henry M. House 101 Riverside Dr Northampton r 1865 NTH.251 107 Riverside Dr Northampton r 1905 NTH.436 Edwards, Oscar House 139 Riverside Dr Northampton r 1865 NTH.438 Miller, Charles House 164 Riverside Dr Northampton c 1920 NTH.2452 Bay State Hardware Company Worker Housing 272 Riverside Dr Northampton c 1860 NTH.2451 Bay State Hardware Company Worker Housing 278 Riverside Dr Northampton c 1860 NTH.2450 Bay State Hardware Company Worker Housing 284 Riverside Dr Northampton c 1860 NTH.2449 Bay State Hardware Company Worker Housing 288 Riverside Dr Northampton c 1860 NTH.435 Holliday, William R. House 291 Riverside Dr Northampton r 1870 NTH.2448 Bay State Hardware Company Worker Housing 294 Riverside Dr Northampton c 1860 NTH.437 Bay State Hardware Company Worker Housing 298 Riverside Dr Northampton c 1860 NTH.421 Northampton Cutlery Company Factory 320 Riverside Dr Northampton 1840 NTH.423 Northampton Cutlery Company Worker Housing 321-331 Riverside Dr Northampton c 1840 NTH.422 Bay State Engine House 340 Riverside Dr Northampton c 1840 NTH.249 557 Riverside Dr Northampton c 1870 NTH.2545 Benson, George W. Cottage 615 Riverside Dr Northampton c 1846 NTH.233 Nonotuck Silk Company Dye House 660 Riverside Dr Northampton c 1895 NTH.2599 Huntington, Charles B. - Clark Carriage House 12 Round Hill Rd Northampton r 1855 NTH.651 Walker, Oliver House 19 Round Hill Rd Northampton 1896 NTH.648 Lee, Harold House 20 Round Hill Rd Northampton 1923 NTH.647 Seelye, Rev. L. Clark House 22 Round Hill Rd Northampton 1909 NTH.650 Hale, William B. House - Gables, The 23 Round Hill Rd Northampton c 1860 NTH.2554 Payson Indelible Ink Factory - Williston, A. Lyman 23 Round Hill Rd Northampton 1881 NTH.2600 McAlister Infirmary at Clarke School for the Deaf 30 Round Hill Rd Northampton c 1959 Inv. No.Property Name Street Town Year Monday, June 13, 2016 39 47Page of DraftNTH.604 Clarke, Edward House 32 Round Hill Rd Northampton 1859 NTH.2201 Williston, A. Lyman House 35 Round Hill Rd Northampton 1880 NTH.603 Hale, William B. House 38 Round Hill Rd Northampton c 1860 NTH.2601 Adams House 40-42 Round Hill Rd Northampton c 1891 NTH.2602 Engineer's Cottage 44 Round Hill Rd Northampton 1935 NTH.2604 Bell Hall - The Family Center 45 Round Hill Rd Northampton c 1980 NTH.591 Clarke School for the Deaf - Gawith Hall 46 Round Hill Rd Northampton c 1870 NTH.594 Clark School for the Deaf - Rogers Hall 47-49 Round Hill Rd Northampton c 1820 NTH.2603 Hubbard, Gardiner Green Hall 47 Round Hill Rd Northampton 1912 NTH.592 Strickland, William P. House 48 Round Hill Rd Northampton 1908 NTH.2605 Coolidge Hall 48 Round Hill Rd Northampton 1933 NTH.2606 Clarke School for the Deaf Boiler House 50 Round Hill Rd Northampton 1929 NTH.2607 Skinner Hall 54 Round Hill Rd Northampton 1933 NTH.593 Clark School for the Deaf - James, A. C. House 83 Round Hill Rd Northampton c 1908 NTH.362 Gardner, Dr. Clarence R. House 87 Round Hill Rd Northampton r 1889 NTH.363 Swan, Ysabel House 88 Round Hill Rd Northampton 1909 NTH.2608 91 Round Hill Rd Northampton 2008 NTH.361 Clarke School for the Deaf - Minshall, Dr. House 95 Round Hill Rd Northampton c 1898 NTH.360 Locke, Arthur House 96 Round Hill Rd Northampton r 1919 NTH.349 Huntington, James House 190 Round Hill Rd Northampton r 1889 NTH.958 Loudville Bridge Rt 66 Northampton 1927 NTH.2546 Dorsey, Cynthia House 15 Ryan Rd Northampton c 1872 NTH.154 97 Ryan Rd Northampton r 1880 NTH.156 149 Ryan Rd Northampton c 1900 NTH.418 258 Ryan Rd Northampton c 1880 NTH.419 305 Ryan Rd Northampton c 1880 NTH.2002 Phillips, William House 12-14 School St Northampton r 1866 NTH.796 Cavanaugh, Patrick House 26 School St Northampton c 1858 NTH.797 Clapp, Lewis - Pomeroy, Edwin Double House 34-36 School St Northampton c 1860 NTH.370 Parsons, Clayton S. House 15 Sherman Ave Northampton r 1902 NTH.2150 Herrick, Webster Freight Depot and Machine Shop 1 Short St Northampton c 1854 NTH.244 Bayley, Thomas M. House 98 South Main St Northampton r 1870 NTH.241 Condon, David House 105 South Main St Northampton c 1920 NTH.243 Barnard, Edward H. House 108 South Main St Northampton r 1879 NTH.242 Bardwell, Celestia M. House 114 South Main St Northampton r 1883 NTH.218 Smart, Augustus House 122 South Main St Northampton 1912 NTH.217 Olds, George H. House 130 South Main St Northampton r 1883 Inv. No.Property Name Street Town Year Monday, June 13, 2016 40 47Page of DraftNTH.192 Rindge, Silas E. House 133 South Main St Northampton r 1872 NTH.216 Abell, Joshua L. House 136 South Main St Northampton c 1870 NTH.191 Lavake, Thomas W. House 137 South Main St Northampton r 1872 NTH.190 Merrifield, George E. House 143 South Main St Northampton r 1880 NTH.214 Ewing, Alexander W. House 154 South Main St Northampton 1901 NTH.215 Pomeroy, Col. Thomas House 154 South Main St Northampton c 1886 NTH.213 Hemenway, Samuel House 166 South Main St Northampton r 1869 NTH.799 McCormick Apartment Building 55-65 South St Northampton 1915 NTH.1198 Copeland, Edward P. House 85 South St Northampton c 1893 NTH.2001 Whiting, Charles W. House 91 South St Northampton c 1900 NTH.2003 Rowley, Henry R. House 97 South St Northampton c 1863 NTH.2504 Smith College Faculty Apartment 108 South St Northampton c 1965 NTH.2505 Smith College Faculty Apartment 108 South St Northampton c 1965 NTH.2507 Smith College Faculty Apartment 108 South St Northampton c 1965 NTH.2184 Harlow, George F. House 111 South St Northampton c 1916 NTH.2185 Clark, Bohan - Day, Leonard House 117 South St Northampton r 1820 NTH.2192 Bartlett, Preserved - Wright, Charles House 124 South St Northampton 1792 NTH.1011 Bartlett, Theodore House 130 South St Northampton c 1820 NTH.2187 Strong, Eleazar - Bartlett, Levi House 133-135 South St Northampton c 1797 NTH.1012 Strong, Col. Elisha Homestead 134 South St Northampton c 1713 NTH.2186 South Street School 141 South St Northampton c 1889 NTH.1016 Graves, Horace - Parsons, Nathaniel House 144 South St Northampton c 1800 NTH.2191 Metcalf, John House 145 South St Northampton c 1908 NTH.1023 Clapp, Capt. Roger House 148 South St Northampton 1713 NTH.1033 Strong, Martha House 152 South St Northampton 1887 NTH.2190 Strong, Martha A. House 155 South St Northampton c 1895 NTH.1035 Clapp, Azariah House 160 South St Northampton c 1790 NTH.1010 Clark, Chauncey House 161 South St Northampton c 1850 NTH.1009 Williams, Robert G. House 171 South St Northampton 1894 NTH.1055 Strong, Jonathan House 176 South St Northampton 1862 NTH.1008 Clark, Josiah - Ferry House 179 South St Northampton 1704 NTH.1059 Phelp's Tavern 184 South St Northampton c 1790 NTH.1007 Ferry, Lemuel C. House 185 South St Northampton r 1864 NTH.1006 Clapp, Edward House 189 South St Northampton c 1850 NTH.1062 192 South St Northampton c 1871 NTH.2487 196 South St Northampton c 1871 NTH.1063 Clapp, Edwin C. House 202 South St Northampton c 1860 NTH.1005 Moody, Cylon House 205 South St Northampton c 1840 Inv. No.Property Name Street Town Year Monday, June 13, 2016 41 47Page of DraftNTH.1064 Clapp, Martin House 206 South St Northampton c 1860 NTH.1065 208 South St Northampton c 1750 NTH.1004 Lathrop Home for Aged and Infirmed Women 215 South St Northampton 1920 NTH.1066 Kingsley, Elizabeth House 218 South St Northampton c 1905 NTH.1003 Clapp, Merrick H. House 221 South St Northampton c 1850 NTH.1067 Martin, Dr. Henry M. House 222 South St Northampton 1922 NTH.1002 235 South St Northampton r 1850 NTH.1069 Edwards, Charles House 236 South St Northampton c 1860 NTH.1001 237 South St Northampton NTH.1073 Pierson, Charles A. House 242 South St Northampton r 1864 NTH.1074 Clapp, House 244 South St Northampton c 1860 NTH.1075 Brown, Perry F. House 250 South St Northampton 1911 NTH.2200 253 South St Northampton c 1820 NTH.2199 Noble, Linus House 263 South St Northampton r 1820 NTH.1076 Clark, Allanson House 270 South St Northampton c 1810 NTH.1077 Strong, Jonathan House 278 South St Northampton 1799 NTH.2198 Noble, Arthur House 279 South St Northampton c 1870 NTH.2197 Clark, Nathaniel House 283 South St Northampton c 1750 NTH.2196 Grife, Joseph House 289 South St Northampton 1927 NTH.1080 294 South St Northampton c 1750 NTH.2195 Herrmann, Emil House 295 South St Northampton 1922 NTH.1081 298 South St Northampton c 1750 NTH.1082 Day House 310 South St Northampton c 1840 NTH.1078 Paquette, Albia House 316 South St Northampton r 1917 NTH.2547 Anthony, Henry - Randall, Harriet House 40 Spring St Northampton c 1840 NTH.144 Phelps, Capt. Julius House 130 Spring St Northampton 1815 NTH.2549 Grant, Mary - Dubois, Ulderich House 240 Spring St Northampton c 1870 NTH.2550 Adams, William H. - Upham, Ray House 254 Spring St Northampton c 1910 NTH.766 21 State St Northampton c 1910 NTH.2347 23-25 State St Northampton c 1900 NTH.2346 27-29 State St Northampton c 1900 NTH.2345 31 State St Northampton c 1880 NTH.2344 33-35 State St Northampton c 1900 NTH.2342 40 State St Northampton c 1840 NTH.2322 44 State St Northampton c 1860 NTH.2343 45 State St Northampton c 1850 NTH.716 Jones, Charles H. House 49 State St Northampton c 1870 NTH.2321 50 State St Northampton c 1880 Inv. No.Property Name Street Town Year Monday, June 13, 2016 42 47Page of DraftNTH.2320 60 State St Northampton c 1900 NTH.2324 63 State St Northampton c 1900 NTH.2323 69 State St Northampton c 1870 NTH.694 Saint Michael's Roman Catholic School 71 State St Northampton 1909 NTH.677 Capen School for Girls - Talbot House 94 State St Northampton 1909 NTH.678 Smith College - Gill Hall 94 State St Northampton 1918 NTH.679 Dewey, John House 94 State St Northampton 1882 NTH.680 Dewey, Patrick H. House 98 State St Northampton 1883 NTH.664 Harris, George L. House 103 State St Northampton r 1889 NTH.662 Foley, Peter House 104 State St Northampton c 1882 NTH.663 107 State St Northampton r 1867 NTH.661 Cooney, William E. House 108 State St Northampton 1882 NTH.634 Whitcomb, David B. House 125 State St Northampton r 1882 NTH.633 Whitcomb, Parker R. House 131 State St Northampton c 1883 NTH.629 Whitcomb, Parker R. House 135 State St Northampton r 1883 NTH.620 Whitcomb, Parker R. House 141 State St Northampton r 1883 NTH.607 Cary, Frank W. House 154 State St Northampton 1886 NTH.333 State Street Store 202 State St Northampton 1913 NTH.328 Ryan, Nicholas House 203 State St Northampton c 1875 NTH.329 Kroll, Michael C. House 205 State St Northampton r 1894 NTH.332 210 State St Northampton c 1850 NTH.330 Sheehan, John - Sheehan, Kate House 211 State St Northampton r 1905 NTH.331 Haskins, Davis - Spaulding, Mark House 218 State St Northampton c 1838 NTH.338 224 State St Northampton r 1905 NTH.88 37 Stilson Ave Northampton c 1900 NTH.321 Martin, Michael House 11 Stoddard St Northampton c 1867 NTH.2284 5 Strong Ave Northampton c 1880 NTH.2063 Miss Northampton Diner 8 Strong Ave Northampton c 1910 NTH.2285 10 Strong Ave Northampton c 1890 NTH.2283 15-17 Strong Ave Northampton c 1880 NTH.2282 19 Strong Ave Northampton c 1950 NTH.2133 Porter Hotel 41 Strong Ave Northampton 1892 NTH.602 Warner, Lewis - Dawson, Lucien House 17 Summer St Northampton r 1872 NTH.609 Heald, Charles House 24 Summer St Northampton c 1860 NTH.601 Warner, Lewis - Dawson, Lucien House 25 Summer St Northampton r 1872 NTH.608 Thayer, Henry House 38 Summer St Northampton r 1878 NTH.599 Stone, Kirk H. House 57 Summer St Northampton 1885 NTH.364 15 Swan St Northampton r 1907 Inv. No.Property Name Street Town Year Monday, June 13, 2016 43 47Page of DraftNTH.417 205 Sylvester Rd Northampton c 1850 NTH.189 Burt, Nancy House 7 Trinity Row Northampton r 1883 NTH.188 Van Slike, Nicholas House 9 Trinity Row Northampton r 1892 NTH.640 Gagne, Joseph House 11 Trumbull Rd Northampton r 1905 NTH.639 Toohey, Patrick House 17 Trumbull Rd Northampton r 1893 NTH.636 Manning, John House 19 Trumbull Rd Northampton r 1892 NTH.635 Whitcomb, David B. House 31 Trumbull Rd Northampton 1840 NTH.660 40 Trumbull Rd Northampton r 1905 NTH.2035 9 Union St Northampton r 1889 NTH.2022 12-14 Union St Northampton c 1870 NTH.2023 Bartlett, Theodore House 20 Union St Northampton r 1831 NTH.2033 Loomis, Henry W. House 25 Union St Northampton r 1863 NTH.2024 Shepard - Metcalf House 26 Union St Northampton 1828 NTH.2025 DeRose, Louis House 28 Union St Northampton r 1905 NTH.2026 Abbott, Elijah House 38 Union St Northampton c 1850 NTH.2032 Field, Alvan House 39 Union St Northampton 1853 NTH.2264 Abbott, Elijah House 40 Union St Northampton c 1850 NTH.2031 Graves, Henry B. House 47 Union St Northampton 1845 NTH.2027 Hampshire County House of Correction 50 Union St Northampton 1851 NTH.2030 Hill, Warren House 53 Union St Northampton r 1848 NTH.2029 Parsons, Elijah Chauncey House 59 Union St Northampton 1874 NTH.2028 Edwards, Thomas House 63 Union St Northampton r 1846 NTH.17 Nonotuck Silk Company Worker Housing 7 Upland Rd Northampton r 1878 NTH.15 Nonotuck Silk Company Worker Housing 8 Upland Rd Northampton c 1873 NTH.16 Parker, Mary A. House 16 Upland Rd Northampton r 1878 NTH.34 Bolter, Samuel L. House 24 Upland Rd Northampton r 1900 NTH.33 54 Upland Rd Northampton r 1878 NTH.32 58 Upland Rd Northampton r 1878 NTH.497 Vernon Street Schoolhouse Vernon St Northampton c 1897 NTH.491 17 Vernon St Northampton c 1850 NTH.492 Karney, Nicholas House 21 Vernon St Northampton c 1850 NTH.498 Clark, Luther H. House 38 Vernon St Northampton c 1861 NTH.2437 45 Vernon St Northampton NTH.493 Gouch, Edwin J. House 47 Vernon St Northampton 1849 NTH.494 Lyman, Jonathan H. House 63 Vernon St Northampton c 1867 NTH.495 Lyman, Jonathan H. House 67 Vernon St Northampton c 1867 NTH.496 Clark, George H. House 76 Vernon St Northampton c 1865 NTH.584 86 Vernon St Northampton c 1890 Inv. No.Property Name Street Town Year Monday, June 13, 2016 44 47Page of DraftNTH.586 Waite, George M. House 102 Vernon St Northampton r 1893 NTH.2014 19 Walnut St Northampton r 1878 NTH.2013 Hyde, Andrew House 35 Walnut St Northampton r 1889 NTH.411 45 Walnut St Northampton r 1880 NTH.585 Coolidge, Grace House 11 Ward Ave Northampton 1937 NTH.44 Warner Row House #1 2 Warner Row Northampton r 1866 NTH.2213 Warner Row House #2 4 Warner Row Northampton r 1866 NTH.2214 Warner Row House #3 6 Warner Row Northampton r 1866 NTH.2215 Warner Row House #4 8 Warner Row Northampton r 1866 NTH.2216 Warner Row House #5 10 Warner Row Northampton r 1866 NTH.2217 Warner Row House #6 12 Warner Row Northampton r 1866 NTH.256 Eyre, John House 77 Warner St Northampton r 1878 NTH.255 Miller, Charles H. House 117 Warner St Northampton c 1870 NTH.254 Longden, John House 121 Warner St Northampton c 1867 NTH.482 Stevenson, Benjamin House 4 Washington Ave Northampton r 1875 NTH.523 Jones, Henry House 8 Washington Ave Northampton r 1883 NTH.509 Hartung, John House 11 Washington Ave Northampton r 1872 NTH.522 Fennessey, John House 14 Washington Ave Northampton r 1871 NTH.510 Garfield, Reuben J. House 15 Washington Ave Northampton r 1871 NTH.2247 Garfield, Reuben J. Carriage House 15R Washington Ave Northampton r 1871 NTH.511 Warner, John L. House 23 Washington Ave Northampton c 1872 NTH.521 Crook, Waldo N. H. House 30 Washington Ave Northampton 1928 NTH.512 Dayton, Frederick House 33 Washington Ave Northampton 1895 NTH.2248 Dayton, Frederick Carriage House 33R Washington Ave Northampton 1895 NTH.513 Carrier, H. H. House 35 Washington Ave Northampton c 1870 NTH.520 Graves, Melvin L. House 40 Washington Ave Northampton r 1875 NTH.514 Lilly, Erastus House 41 Washington Ave Northampton c 1870 NTH.519 Richmond, Clifton House 44 Washington Ave Northampton 1908 NTH.515 Graves, Cyrus M. House 45 Washington Ave Northampton r 1872 NTH.2249 Graves, Cyrus M. Carriage House 45R Washington Ave Northampton r 1872 NTH.516 Shumway, Frank E. House 57 Washington Ave Northampton 1908 NTH.517 61 Washington Ave Northampton r 1871 NTH.577 Rowley, Chauncey W. House 66 Washington Ave Northampton r 1871 NTH.518 71 Washington Ave Northampton r 1888 NTH.578 74 Washington Ave Northampton r 1850 NTH.579 Oefinger, Christian House 96 Washington Ave Northampton 1901 NTH.580 100 Washington Ave Northampton c 1890 NTH.582 Peck, Benjamin House 101 Washington Ave Northampton r 1871 Inv. No.Property Name Street Town Year Monday, June 13, 2016 45 47Page of DraftNTH.581 Rowland, Thomas House 106 Washington Ave Northampton 1910 NTH.583 O'Neill, Thomas J. House 22 Washington Pl Northampton r 1889 NTH.503 Novotny, Charles W. House 25 Washington Pl Northampton r 1926 NTH.2212 Nonotuck Silk Company Worker Housing 7 Water St Northampton c 1860 NTH.2444 Nonotuck Silk Company Worker Housing 7R Water St Northampton c 1860 NTH.19 Northampton Emory Wheel Company 12 Water St Northampton r 1880 NTH.2211 Nonotuck Silk Company Worker Housing 17 Water St Northampton c 1860 NTH.18 Nonotuck Silk Company Worker Housing 23 Water St Northampton c 1860 NTH.26 Shepherd, Col. James House 104 Water St Northampton 1809 NTH.25 Hennessey, John House 145 Water St Northampton c 1840 NTH.175 Graves Brothers House 26-28 West Center St Northampton c 1884 NTH.2172 West Farms Schoolhouse 173 West Farms Rd Northampton c 1860 NTH.2174 178 West Farms Rd Northampton r 1835 NTH.2173 West Farms Chapel 185 West Farms Rd Northampton 1835 NTH.805 West Farms Cemetery 200 West Farms Rd Northampton 1788 NTH.1100 245 West Farms Rd Northampton r 1815 NTH.739 Smith College - Pierce Hall West St Northampton c 1882 NTH.759 Forbes Library West St Northampton 1894 NTH.960 West Street Bridge West St Northampton 1924 NTH.2339 2 West St Northampton 1875 NTH.760 Higbee House - Smith College Housing 8 West St Northampton c 1740 NTH.758 Smith College - Garrison Hall 42 West St Northampton r 1830 NTH.757 53 West St Northampton c 1850 NTH.756 59 West St Northampton c 1850 NTH.2183 McCallum Hosiery Mill 124-136 West St Northampton c 1899 NTH.1190 Northampton State Hospital - Day, Samuel House 135 West St Northampton 1887 NTH.1191 Northampton State Hospital - Day, Samuel House 137 West St Northampton 1887 NTH.1192 Northampton State Hospital - Day, Samuel House 143-145 West St Northampton c 1840 NTH.305 Matthews, Avon House 8 Western Ave Northampton r 1889 NTH.959 Westhampton Road Bridge over Bassett Brook Westhampton Rd Northampton 1929 NTH.2176 Westhampton Rd Northampton r 1810 NTH.2175 Pine Hill Farm 417 Westhampton Rd Northampton c 1900 NTH.2276 Pine Hill Farm Barn and Silo 417 Westhampton Rd Northampton c 1900 NTH.1102 516 Westhampton Rd Northampton r 1810 NTH.1101 959 Westhampton Rd Northampton r 1810 NTH.1099 1095 Westhampton Rd Northampton c 1890 Inv. No.Property Name Street Town Year Monday, June 13, 2016 46 47Page of DraftNTH.1098 1195 Westhampton Rd Northampton r 1725 NTH.2165 25 Williams St Northampton r 1889 NTH.2166 Strong, William House 30 Williams St Northampton r 1857 NTH.2171 Belding Tenements, The 41 Williams St Northampton c 1880 NTH.2164 55 Williams St Northampton r 1889 NTH.2167 Williams Street School 78 Williams St Northampton 1913 NTH.248 21 Willow St Northampton r 1878 NTH.247 Hoffernan, Maurice House 25 Willow St Northampton r 1880 NTH.2229 Hoffernan, Maurice Barn 25 Willow St Northampton r 1878 NTH.2137 9 Wilson Ave Northampton c 1920 NTH.283 McCallum Hosiery Company Worker Housing 61 Woodlawn Ave Northampton 1920 Inv. No.Property Name Street Town Year Monday, June 13, 2016 47 47Page of Draft Stormwater Pollution Prevention Plan Appendix L Hazardous Material Spill Log DraftEPA SWPPP Template, Version 1.0; Tighe & Bond revised 7/13 Hazardous Material Spill Log Project Name: Hospitality North Northampton, Massachusetts Date of Spill Location of Spill Hazardous Material Spilled Mitigation Measures Taken Final Condition of Site / Impact of Spill APPENDIX G