Loading...
Stormwater Report- 2-9-2012U . Project: ZOE SENIOR RETIREMENT COMMUNITY 331 HAYDENVILLE ROAD NORTHAMPTON, MASSACHUSETTS 01060 ADDITION TO LINDA MANOR 349 HAYDENVILLE ROAD NORTHAMPTON, MASSACHUSETTS 01060 Applicant: J. CHAKALOS INVESTMENTS, LLC. 52 OVERLOOK DRIVE WINDSOR, CT 06095 Prepared By: SAGE ENGINEERING & CONTRACTING, INC. 199 SERVISTAR INDUSTRIAL WAY, SUITE 2 WESTFIELD, MASSACHUSETTS 01085 Bryan Balicki, P.E. Project Engineer Date: October 2, 2011 Revised February 9, 2012 E]MG11 EERING, LLC I. Introduction A. Project Description B. Existing Soils, Topography and Land Uses 11. Stormwater Runoff Analysis A. Design Criteria B. Methodology III. Stormwater Management A. Introduction B. Runoff Curve Coefficients C. Pre - Development Conditions 1. Sub - Catchment Descriptions 2. Time of Concentration D. Post - Development Conditions 1. Sub - Catchment Descriptions 2. Time of Concentration E. Pre and Post - Development Summary IV. Stormwater Management Standards Narrative V. Operation and Maintenance Narrative VI. Inspection and Construction Schedule VII. Long Term & Construction Period Pollution Prevention and Erosion and Sedimentation Control List of Figures Figure 1: Pre - Development Sub - Catchment Plan Figure 2: Post - Development Sub - Catchment Plan Figure 3: USDA Soil Survey Map Figure 4: Aerial Photograph Appendix Appendix A: Pre - Development Peak Flow Rate Calculations Appendix B: Post - Development Peak Flow Rate Calculations Appendix C: National Weather Service Technical Paper No. 40 24 -hr Rainfall Charts Appendix D: Infiltration Calculations Appendix E: Checklist for Stormwater Report Appendix F: Stormceptor Report & TARP Information Appendix G: Soil Observation Pit Logs Appendix H: TSS Removal Worksheets Appendix I: Emergency Overflow System Capacity Analysis EIeIGINEERIMG, LLc I. INTRODUCTION A. Project Description -Zoe Senior Retirement The site under investigation consists of 10.51 acres or partially developed land. The parcel is located north of Leonard Street and east of Haydenville Road (Route 9). The subject parcel maintains two (2) sections of frontage on Haydenville Road of approximately 94.95 and 152.22 feet. Vehicular access to this site is via a new driveway on Haydenville Road. The subject parcel is abutted on the north by an existing extended care facility known and "Linda Manor". The site is abutted to the east and south by residential homes and vacant woodland to the east. The subject parcel consists of both previously disturbed areas and undisturbed woodlands. The existing disturbance includes a single family residential home and associated site improvements including lawn, bituminous pavement driveway, and landscaping. Chakalos Investments is proposing to redevelop the site and construct a new 3 -story, 28,695 s.f. assisted living facility. The development includes a new driveway, parking lot with 74 paved spaces, landscaping, stormwater management system, and typical underground utilities. The proposed building, roadway and site improvements shall be developed on approximately 5.8 acres of the property. The proposed development shall leave approximately 4.7 acres of the site undisturbed. The proposed stormwater drainage system design mitigates the increase in stormwater runoff with catch basins with hoods and seep sumps and an extended detention basin with a sediment control forebay and outlet structure. Stormwater runoff from the new development will be captured via sheet flow and catch basins and discharged into the extended detention basin. The runoff exits the basin via an outlet control structure and is ultimately discharged into an existing stormwater outfall at Beaver Brook Project Description -Linda Manor Addition The site under investigation consists of approximately 11.08 acres of developed land and is located at 349 Haydenville Road in Northampton, Massachusetts. The site is currently developed with a +/- 37,660 S.F. facility known as Linda Manor Extended Care. The site also has an existing driveway, parking lots, stormwater management system and typical underground utilities. The parcel is located north and east of Leonard Street and Haydenville Road, respectively. The subject parcel maintains one section of frontage on Haydenville Road EsuGS'uEERMS, LLC of 125.0 feet. The subject parcel is abutted to the north, south, and west by residential uses and the east by a vacant land. The property line information shown on the design plans is from a plan prepared by Ainsworth and Associates of Greenfield, Massachusetts. The topographic information shown is from a survey performed by this office during August of 2010. The wetland delineation was completed by Wendell Wetland Services on July 12, 2011 and surveyed in the field by Ainsworth and Associates. J. Chakalos Investments is proposing to construct an approximately 11,268 S.F. single story addition to the existing extended care facility. The site improvements of the project include relocation of existing parking areas, driveway, and utilities and the construction of new parking spaces, landscaping, and an underground stormwater management system. The proposed stormwater management system design mitigates the increase in stormwater runoff using standard catch basins with deep sumps, underground piping, and a Stormtech MS -3500 underground storage and infiltration system. Stormwater runoff from the proposed building addition and parking areas will be collected via sheet flow into the catch basin and discharged underground detention basin. The existing stormwater management system on the remainder of the site will remain unchanged. B. Existing Soils, Topography and Land Uses The subject properties are is abutted on the north and east by vacant woodland. The site is abutted to the west and south by residential homes. The subject properties consist of a mix of undisturbed woodlands and grassed fields and areas of existing development. An existing extended care facility and associated site improvements and a single family residential home site have been developed previously. The topography of the proposed area of development has slopes ranging from 0.1% to approximately 15.0 %. The United States Department of Agriculture — Soil Conservation Service- Soil Survey of Cheshire County, New Hampshire characterized soils on site and land adjacent as follows ENGINEERING, LLC Each soil series has been grouped based on their hydrologic properties. The USDA defines groups of soils into Hydrologic Soil Groups (HSG) according to their runoff- producing characteristics. Soils are assigned to four groups (A, B, C, and D Groups). In group A, are soils having a high infiltration rate when thoroughly wet and having a low runoff potential. They typically are deep, well drained, and sandy or gravelly. In group D, at the other extreme, are soils having a very slow infiltration rate and thus a high runoff potential. They may have a hardpan or clay layer at or near the surface, have a permanent high water table, or are shallow over nearly impervious bedrock or other nearly impervious material. In conclusion, the soils on -site have a moderate permeability and are not highly suitable for stormwater infiltration. IL STORMWATER RUNOFF ANALYSIS A. Design Criteria The potential stormwater impacts of this project were evaluated for the 2 -, 10 -, 25 -, and 100 -yr., 24 -hour storm events. These storm events were evaluated in order to model the operation of the proposed stormwater management system, during the design storm events to ensure no increased runoff occurs due to the proposed development. Rainfall depths were derived from Technical Paper No.40 published by the National Weather Service. The 24 -hour precipitation /rainfall amounts for the design storms are as follows: 4o1-11111=1 =1d1OLCJ§W N ame l�c USDPASoio1l FHylrau Grou zTextu30 305B On -site Paxton C Fine Sandy Loam 3068 306B On -site Paxton C Fine Sandy Loam 306C 306C On -site Paxton C Fine Sandy Loam 537B 537B On -Site Paxton C Fine Sandy Loam Each soil series has been grouped based on their hydrologic properties. The USDA defines groups of soils into Hydrologic Soil Groups (HSG) according to their runoff- producing characteristics. Soils are assigned to four groups (A, B, C, and D Groups). In group A, are soils having a high infiltration rate when thoroughly wet and having a low runoff potential. They typically are deep, well drained, and sandy or gravelly. In group D, at the other extreme, are soils having a very slow infiltration rate and thus a high runoff potential. They may have a hardpan or clay layer at or near the surface, have a permanent high water table, or are shallow over nearly impervious bedrock or other nearly impervious material. In conclusion, the soils on -site have a moderate permeability and are not highly suitable for stormwater infiltration. IL STORMWATER RUNOFF ANALYSIS A. Design Criteria The potential stormwater impacts of this project were evaluated for the 2 -, 10 -, 25 -, and 100 -yr., 24 -hour storm events. These storm events were evaluated in order to model the operation of the proposed stormwater management system, during the design storm events to ensure no increased runoff occurs due to the proposed development. Rainfall depths were derived from Technical Paper No.40 published by the National Weather Service. The 24 -hour precipitation /rainfall amounts for the design storms are as follows: 4o1-11111=1 =1d1OLCJ§W Table 1: 24 -hour Rainfall Depths 24 -h_ our Rainfall in ': Design Storm, Recurrence 2 -year 10 -year 25 -year 100 -year Interval Precipitation, 2.9 4.3 5.1 6.3 inches B. Methodology Peak Flow Rate Calculations Peak stormwater flows for the indicated recurrence intervals were computed using the Hydro Cad and verified with the Rational Method. Hydro Cad, a hydrology program, is designed and calculations are in accordance with the criteria of the Natural Resource Conservation Service's "Urban Hydrology for Small Watersheds," Technical Release (TR) TR -55 and TR -20. Hydro Cad, was utilized to size the Extended Detention Basin, tabulate and graph the individual sub - catchments hydrographs, route the stormwater through the extended detention basin, and provide stage- discharge graphs and tables. ill. STORMWA TER MANAGEMENT A. Introduction The potential stormwater impacts of this project were evaluated for the 2 -, 10 -, 25- and 100 -year 24 -hour storm event. The stormwater runoff from the subject parcel shall be mitigated, below pre - development levels. These storm events were evaluated in order to model the operation of the proposed stormwater management system. The subject project does not increase the peak flow rate for the 2 -, 10 -, 25- or 100 -year 24 -hour storm events. Peak stormwater flows for the indicated recurrence intervals were computed using Hydro CAD (a proprietary stormwater modeling program that utilizes the SCS TR- 20/TR -55 methodology) for the sub - catchment area within the proposed project site. ENGIIUEERII G, LLC B. Runoff Curve Coefficient The computation of the runoff curve number is based on a combination of land use. The pre and post - development conditions have a variety of different land uses. The land use categories listed in the Table 1, on the next page were identified for use in computing the pre -and post - development runoff from the site. The table also indicates the runoff curve number (RCN) and hydrologic soil group assigned to each land use. Table 1: Pre and Post - Development RCN C. Pre - Development Conditions 1. Sub - Catchment Description: Table 1 indicates the RCN and hydrologic soil group assigned to each land use within the sub - catchments for the pre - development conditions. The existing watershed on the property consists of six (6) sub - catchment areas. See the attached figure F -1 for locations. Sub Catchment L -2 captures runoff from the existing Linda Manor site and discharges through an existing detention basin /swale into Beaver Brook. The remaining Linda Manor catchments consist of undeveloped land discharge off site. Three of the existing catchment areas currently discharge to the drainage system along Haydenville road and ultimately to exit into Beaver Brook off -site via a 24" HDPE culvert outfall. An overall analysis point was selected at the Beaver Brook outfall location. The results of the stormwater management pre - development analysis are summarized in tables 2 and 3 below EIVGINEERIPJG, LLC 2. Time of Concentration Each flow path is delineated along the longest hydrologic path within each corresponding sub - catchment. Table 2: Pre - Development Hydrologic Parameters Design _Drainage Area, We�ghted:Runoff Time of C oncentratiori, r — -Curare No ME Min . Sub -1 6.88 71 40.9 Sub -2 2.49 75 27.3 Sub -3 0.91 72 24.2 Sub -L -1 2.27 73 9.2 Sub -L -2 5.29 84 24.2 Sub -L -3 2.11 78 13.4 Ref. Appendix A and Figure 1 Pre - Development Sub - Catchment Plan Table 3: Pre - Development Peak Flow Rates per Storm Event D. Post- Development Conditions 1. Sub- catchment Description: Table 1 indicates the RCN and hydrologic soil group assigned to each land use for the post - development conditions. The proposed watershed on the subject parcel is composed of nine (9) sub - catchments and three (3) detention basins). See the attached figure F -2 for locations. Sub - catchments 1 -A, 2 -A, 3 -A, L -3A, EIlIGINEERING, LLC and L -1 do not contain any impervious surfaces or developed areas and will continue to discharge runoff off site naturally. The post - development analysis assumes the full development of the lot with the new building, driveways, sidewalks, and roadways. The extended detention basins are designed to capture the entire 2 -, 10 -, 25 -, and 100 -year storm event and slowly discharge stormwater runoff over the course of a 24 -hour period. The results of the stormwater management post - development analysis are summarized in tables 4 and 5 below. 2. Time of Concentration Each flow path is delineated along the longest hydrologic path within each corresponding sub - catchment. Table 4: Post - Development Hydrologic Parameters ENGINEERING, LLC Table 5: Post - Development Mitigated Peak Flow Rates per Storm Event Ref. Appendix B and Figure 2 Post - Development Sub - Catchment Plan E. Pre and Post Development Summary The following Table summarizes the Pre and Post - development conditions for the proposed project. The post- mitigated peak flow rates are stormwater flow rates with the proposed detention basins in- place. Table 6: Summary of Peak Flow Rates per Storm Event Ref. Appendix A and B EMGIMEERIMG. LLC Peak Stormwater Runoff Flow Rate per 24 -hour Storm Event Type III 24 -Hour Storm Event Cubic Feet per Second (CFS) Overall Point Pre Post 2 Year 11.25 10.75 10 Year 23.60 21.86 25 Year 30.92 29.26 100 Year 41.89 41.12 Ref. Appendix A and B EMGIMEERIMG. LLC 1111111111111111 11111111 Pill Mill 11 111 IF iiiiii OR I I 111 11111 • • • . ' :1 Standard 1 -No New Untreated Discharges No new stormwater conveyances (e.g. outfalls) may discharge untreated stormwater directly to or cause erosion in wetlands or waters of the Commonwealth. -All stormwater runoff from the development will be captured via catch basins with deep sumps and directed to a detention basin for treatment prior to ultimately being discharged into Beaver Brook. Standard 2 -Peak Rate Attenuation Stormwater management systems shall be designed so that post - development peak discharge rates do not exceed pre - development peak discharge rates. This Standard may be waived for discharges to land subject to coastal storm flowage as defined in 310 CMR 10.04. -The proposed designs post- development flow rates are significantly less than the pre - development peak flow rates. This is accomplished by the use of deep sump catch basins discharging runoff to a detention basin with an outlet control structure. Please see Table 6 on the previous page for pre and post development flow rates, and Appendix A & B for calculations. Standard 3- Recharge Loss of annual recharge to groundwater shall be eliminated or minimized through the use of infiltration measures including environmentally sensitive site design, low impact development techniques, stormwater best management practices, and good operation and maintenance. At a minimum, the annual recharge from the post - development site shall approximate the annual recharge from pre - development conditions based on soil type. This Standard is met when the stormwater management system is designed to infiltrate the required recharge volume as determined in accordance with the Massachusetts Stormwater Handbook. -In accordance with the MADEP's SMP Standard #3 Recharge to Groundwater, calculated volumes of stormwater is required to be recharge to compensate for the proposed impervious area and approximate existing site conditions. The soil hydrologic groups "A `B'; "C" and "D" are utilizes to calculate the volume to be recharged 0.60, 0, 35, 0.25, and 0.10 inches, respectively, over the total impervious area of the ENGINEER1NG, LLC proposed development. In other terms, the Stormwater Management Policy requires a volume of stormwater to be recharged as a function of impervious area. Table 4: Recharge to Groundwater " See the Appendix D Infiltration Calculations The proposed infiltration system is a series of underground stormwater storage and infiltration chambers. The system will provide a recharge volume for stormwater runoff in excess of the required volume, thereby exceeding the Stormwater Management Policy Standards for the proposed development (see the Appendix D Infiltration Calculations). Standard 4 -Water Quality Stormwater management systems shall be designed to remove 80% of the average annual post- construction load of Total Suspended Solids (TSS). This Standard is met when: a. Suitable practices for source control and pollution prevention are identified in a long -term pollution prevention plan, and thereafter are implemented and maintained; b. Structural stormwater best management practices are sized to capture the required water quality volume determined in accordance with the Massachusetts Stormwater Handbook; and c. Pretreatment is provided in accordance with the Massachusetts Stormwater Handbook. -The MADEP's SMP requires the applicant to remove 80 % of the total suspended solids (TSS). The BMPs proposed for the subject project are catch basins with deep ENGINEERING, LLC sumps, infiltration basins, and leaching chambers. Sage Engineering, has utilized the TSS removal rates suggested in the Stom7water Management Standards (Page 1 -7). The best management practices proposed for this project are sized to capture 80% of TSS produced from the subject project. The results of these calculations are shown below in Table 5. Table 5: TSS Removal Rates *See Appendix H for TSS Removal Worksheets The BMP's proposed exceed the TSS removal rates as required by Standard 4. Standard 5 -Land Uses with Higher Potential Pollution Loads For land uses with higher potential pollutant loads, source control and pollution prevention shall be implemented in accordance with the Massachusetts Stormwater Handbook to eliminate or reduce the discharge of stormwater runoff from such land uses to the maximum extent practicable. If through source control and /or pollution prevention all land uses with higher potential pollutant loads cannot be completely protected from exposure to rain, snow, snow melt, and stormwater runoff, the proponent shall use the specific structural stormwater BMPs determined by the Department to be suitable for such uses as provided in the Massachusetts Stormwater Handbook. Stormwater discharges from land uses with higher potential pollutant loads shall also comply with the requirements of the Massachusetts Clean Waters Act, M.G.L. c. 21, §§ 26 -53 and the regulations promulgated there under at 314 CMR 3.00, 314 CMR 4.00 and 314 CMR 5.00. -The proposed use for the development is an assisted living residential facility. This use does not qualify as a land use with higher potential pollutant loads. There will be no storage of hazardous materials on site. ENGINEERING. LLC Best SMPTSS , .-=-Annual TSS _ Amount of T5S = TSS r Management..- Removal . Load entenng Removed by iemaimng Practice. BMP ; Rate the,BMP( unit] _ T the B1VJP afterthe;BMP` Catch Basins w/ 25% 1.0 0.25 0.75 Deep sumps Stormceptor 75% 0.75 0.56 0.19 Total Percent of TSS Removed = 81.0 *See Appendix H for TSS Removal Worksheets The BMP's proposed exceed the TSS removal rates as required by Standard 4. Standard 5 -Land Uses with Higher Potential Pollution Loads For land uses with higher potential pollutant loads, source control and pollution prevention shall be implemented in accordance with the Massachusetts Stormwater Handbook to eliminate or reduce the discharge of stormwater runoff from such land uses to the maximum extent practicable. If through source control and /or pollution prevention all land uses with higher potential pollutant loads cannot be completely protected from exposure to rain, snow, snow melt, and stormwater runoff, the proponent shall use the specific structural stormwater BMPs determined by the Department to be suitable for such uses as provided in the Massachusetts Stormwater Handbook. Stormwater discharges from land uses with higher potential pollutant loads shall also comply with the requirements of the Massachusetts Clean Waters Act, M.G.L. c. 21, §§ 26 -53 and the regulations promulgated there under at 314 CMR 3.00, 314 CMR 4.00 and 314 CMR 5.00. -The proposed use for the development is an assisted living residential facility. This use does not qualify as a land use with higher potential pollutant loads. There will be no storage of hazardous materials on site. ENGINEERING. LLC Standard 6- Critical Areas Stormwater discharges within the Zone II or Interim Wellhead Protection Area of a public water supply, and stormwater discharges near or to any other critical area, require the use of the specific source control and pollution prevention measures and the specific structural stormwater best management practices determined by the Department to be suitable for managing discharges to such areas, as provided in the Massachusetts Stormwater Handbook. A discharge is near a critical area if there is a strong likelihood of a significant impact occurring to said area, taking into account site - specific factors. Stormwater discharges to Outstanding Resource Waters and Special Resource Waters shall be removed and set back from the receiving water or wetland and receive the highest and best practical method of treatment. A "storm water discharge" as defined in 314 CMR 3.04(2)(a)1 or (b) to an Outstanding Resource Water or Special Resource Water shall comply with 314 CMR 3.00 and 314 CMR 4.00. Stormwater discharges to a Zone I or Zone A are prohibited unless essential to the operation of a public water supply. -The proposed project does not have any impact on areas of critical environmental concern. Also the site is not located within any wellhead protection zones. Standard 7- Redevelopment Projects Subject to the Standards Only to the Maximum Extent Practicable A redevelopment project is required to meet the following Stormwater Management Standards only to the maximum extent practicable: Standard 2, Standard 3, and the pretreatment and structural best management practice requirements of Standards 4, 5, and 6. Existing stormwater discharges shall comply with Standard 1 only to the maximum extent practicable. A redevelopment project shall also comply with all other requirements of the Stormwater Management Standards and improve existing conditions. -The proposed redevelopment project complies with all required stormwater management standards. Standard 8- Construction Period Pollution Prevention and Erosion and Sedimentation Control A plan to control construction - related impacts including erosion, sedimentation and other pollutant sources during construction and land disturbance activities (construction period erosion, sedimentation, and pollution prevention plan) shall be developed and implemented. EtuG'naEE' MS, LLC -A construction period pollution prevention and erosion and sedimentation control plan has been developed. Please see Section VII in this report. Standard 9- Operation and Maintenance Plan A long -term operation and maintenance plan shall be developed and implemented to ensure that stormwater management systems function as designed. -An operation and maintenance plan has been developed and is a part of this stormwater management report. Please see Section V. A plan showing the locations of all BMP's is also included in this report. Standard 10- Prohibition of Illicit Discharges All illicit discharges to the stormwater management system are prohibited. - Illicit Discharge Compliance Statement. There are no known existing illicit discharges to the stormwater management system on site. The redevelopment of this site includes installation of a new stormwater management system, which will ensure there are no illicit connections to the system. The Long Tenn Pollution Prevention Plan which is included with the NOI submission also takes measure to prevent illicit discharges and ensure compliance with Standard 10. 1` • - • • 111111! 11111111 r:11111111 �ilillill 111�1111 11111111111111111 Applicant: J. Chakalos Investments, LLC. 52 Overlook Drive Windsor, CT 06095 The party responsible for maintenance of the stormwater management system depicted on sheet C -1 through C -10 (Zoe Senior Retirement), dated 1 -27 -2012 and sheets C -1 through C -5 (Linda Manor Addition) dated 1 -27 -201 is J. Chakalos Investments, LLC. A. Snow removal 1. The proposed snow removal storage area is located within the grassed areas adjacent to the proposed driveway and parking lot and as indicated on the plans EMCOINIEER11MG, LLC B. Dry Detention Basins: The Dry Detention Basin shall be maintained as follows: 1. The basins should be inspected at least once per year to ensure proper operation. The outlet should be inspected for evidence of clogging or outflow release velocities. 2. The upper- stage, side slopes, embankment, and emergency spillway swale should be mowed at least twice per year. . 3. At least twice a year, check the sediment forebay for accumulated sediment, trash, and debris and remove it. 4. Sediment should be removed from the basin as necessary. Sediments and bottom vegetation shall be removed when the accumulate reaches the top of the proposed sediment elevation marker Benchmark. The sediment Benchmark shall be a concrete bound placed at the eastern end of the basin and installed 6- inches higher than the proposed bottom of the basin. Bottom of Basin Elevation: 506.0' Top of Concrete Bout: 506.5' When sediment approaches the top of the concrete monument, the owner shall remove all sediment and bottom vegetation to the original elevation. Basin shall be cleaned free of all sediment as necessary and at least once every ten years. 5. Outlet Works - All outlet control structures shall be inspected annually and cleaned as necessary, in order to insure that the basin will function properly. Any silt and debris build -up must be removed from the RipRap surface area. The outlet structure must be inspected and cleaned as necessary. 6. Emergency Spill Way- Rip Rap in spillway area shall be inspected bi- annually any trash and /or vegetation shall be removed from the RipRap area. The grassed swale shall be mowed as necessary, and at least twice per year. C. Catch Basins with Deep Sumps 1. All catch basins and stormwater manholes shall be inspected, twice annually. Sumps with greater than 1 -foot of sediment shall be cleaned free of all sediment. NG, LLC D. Stormceptor Manhole 1. Unit should be inspected post- construction, prior to being put into service. 2. Inspect every six months for the first year of operation to determine the oil and sediment accumulation rate. 3. In subsequent years, inspections can be based on the first year observations. 4. Cleaning is required once the sediment depth reaches 15% of the storage capacity. E. Storm -Tech Chambers 1. The Storm -tech chamber shall be inspected at a minimum every six (6) months for the first year, and annually thereafter. 2. Inspect chamber row via proposed drainage manhole #1. If depth of sediment in chamber is greater than three (3) inches, maintenance is due as follows: a. Cleanout chamber row using JetVac process with a fixed culvert cleaning nozzle with rear facing nozzle spread of 45 inches or more. b. Apply multiple passes of JetVac until back flush water is clean. c. Vacuum manhole sump as required. d. Replace all caps, lids, and covers as required. e. Inspect and clean catch basins upstream of the Storm -Tech system. F. General Maintenance Practices 1. No landscaping, clearing or trimming of vegetation or trees shall be allowed within the resource areas delineated on the plans. 2. Grass clippings, excess landscape material or any debris shall NOT be disposed of within the forebay, extended detention basin or resource areas delineated on the plans. 3. Paved access ways should be treated with sand and limited amounts of de -icing materials during the winter months. As soon as practicable in the spring these areas should be swept clean and again prior to the end of the fall season. 4. All vegetated slopes and swales shall be visibly inspected, twice annually, prior to the seeding seasons. All areas in need of repair shall be fertilized and seeded as required. EIlIGHMEERING, LLC i/l. Inspection and Construction Schedule A. Construction Schedule 1. Mobilize equipment on site. 2. Install erosion control barrier 3. Vegetation and Tree removal 4. Begin site preparation 5. Excavate for site utilities and drainage system. 6. Roadway Construction 7. Building construction 8. Final Grading and seeding of drainage system 9. Paving and Landscaping B. Inspection Schedule 1. Project engineer shall inspect the drainage systems during general construction intervals. 2. Project engineer shall inspect the following specific phases of work: A. Installation of erosion control barrier B. Rough drainage system C. Final grading and seeding D. Follow -up inspection during the following growing season. 1/11. Long Term and Construction Period Pollution Prevention and Erosion and Sedimentation Control I�ZYZ.�[Y7►`1 \�l�y �� lU I_��Y Ilr Y [Y)►(KY7►Y Y:ZY] IG`A STABILIZATION PRACTICES: Temporary Stabilization: Any disturbed area where construction activity is suspended for more than twenty -one days shall be seeded to stabilize erodible materials. Permanent Stabilization: When an area has been graded to the final increment, it shall be seeded or sodded within fourteen days. EIUGINEERHUGz I..I..0 STRUCTURAL PRACTICES: Sedimentation Control System: Sedimentation control systems consisting of silt fence or hay bale shall be installed along the limits of the project as shown on the plans (see attached plans). Where necessary, wings shall be added to the sedimentation control system along the toe of slope to prevent sediment from moving along and around the fence. Catch Basin Protection: Catch basins shall be protected using filtration fabric sedimentation control systems as shown on the plans. U11.1V1911 ► 1YRIJI "Y1110W11111VA-U o1.70JEW I[eMOV I oleo IF Storm Drainage System: Storm water drainage for the paved surfaces will be provided by curb and gutters draining into a catch basin/storm drain system. The storm drain systems shall discharge as described in Section 1.6. Prior to discharge, the storm drainage system will be routed through the storm water management system designed to remove coarse sediments (road sand) from "first flush" storm events. In addition, catch basin utilizing hooded outlet inverts with deep sumps shall remove coarse sediments and retain floatable, gas, oil etc. OTHER CONTROLS WASTE DISPOSAL: Waste Materials: All waste materials shall be collected and stored in a manner that will prevent materials from entering watercourses, wetlands, or other off site areas. Material shall be regularly collected and disposed of offsite in a manner consistent with all federal, state and local regulations. Hazardous Waste: All hazardous waste materials shall be disposed of in a manner specified by State regulations and/or in accordance with the manufacturer's recommendations. Sanitary Waste: During construction all sanitary waste will be collected in portable sanitary units. These units will be emptied as necessary by a qualified contractor and disposed of in accordance with all State and local regulations. After completion all sanitary waste will be directed into the on -site septic system. EMGIPJEE1211UC, LLC OFF -SITE VEHICLE TRACKING: The paved areas adjacent to the site entrance will be swept as needed to remove any excess mud, dirt or rock tracked from the site. The site was designed to balance the total cut with the total fill, eliminating most need for hauling material on and off site. Dump trucks hauling material from the construction site will be covered with a tarpaulin. INSPECTION SCHEDULE DURING CONSTRUCTION: All areas disturbed by construction that have not been finally stabilized will be inspected at least once every seven - calendar day. These areas will also be inspected following (within 24 hours) any storm in which 0.5 inches or more of rain occurs in a 24 -hour period. POST CONSTRUCTION: All areas that have been temporarily or finally stabilized will be inspected at least once a month for three months following final stabilization. INSPECTION PROCEDURES PERSONNEL: Inspections shall be conducted by qualified personnel provided by the contractor. ITEMS TO BE INSPECTED: The following items shall be inspected as described below: Hay bales Hay bale lines shall be inspected to insure that bales are intact and remain snugly butted to each other and firmly embedded in the ground. Depth of sediment behind the bales shall be noted. Silt fence Silt fence shall be inspected to insure that fence line is intact with no breaks or tears, and that the bottom of the fabric is securely buried in the ground. Areas where fence is excessively sagging or where support posts are broken or uprooted shall be noted. Depth of sediment behind the fence shall be noted. Catch basin protection Protective measures shall be inspected to insure that sediment is not entering the catch basins. Catch basin sumps shall be monitored for ENGINEERIMG, LLC REVISIONS TO POLLUTION CONTROL PLAN: If the results of the inspections require modifications to the pollution control plan, the plans shall be revised as soon as practicable after the inspection. Changes to the plan shall be implemented within 7 calendar days following the inspection. RECORD KEEPING: A written report summarizing the scope of the inspection, the name(s) and qualifications of inspection personnel, the date and time of the inspection, major observations relative to the implementation of the pollution control plan, and actions taken shall be completed within 24 hours of the inspection. This report shall be signed by the responsible person designated by the registrant. This report shall be retained as part of the pollution control plan for at least three years after the date of the inspection. GENERAL: Maintenance procedures should be implemented as soon as possible after the need for maintenance is recognized. Contractors shall utilize good housekeeping practices to minimize the possibilities of spills or leaks of potential pollutants. Hazardous materials shall be handled with the utmost care in accordance with all regulations and the recommendations of the manufacturer. ENGINEERING, LLC sediment deposition. Filter fabric and stone check dams shall be inspected to insure that it has not clogged Item Procedure Discharge points All discharge points shall be inspected to ascertain whether erosion control measures are effective in preventing significant impacts to receiving waters. Discharge points shall also be inspected to insure that erosion protection measures at the discharge are functioning Vehicle entrances /exits Locations where vehicles enter or exit the site shall be inspected for evidence of off- site sediment tracking. General Construction areas and perimeter of the site shall be inspected for any evidence of debris that may blow or wash off site, and for debris that has blown or washed off site. Construction areas shall be inspected for any spills or unsafe storage of materials that could pollute off site waters. REVISIONS TO POLLUTION CONTROL PLAN: If the results of the inspections require modifications to the pollution control plan, the plans shall be revised as soon as practicable after the inspection. Changes to the plan shall be implemented within 7 calendar days following the inspection. RECORD KEEPING: A written report summarizing the scope of the inspection, the name(s) and qualifications of inspection personnel, the date and time of the inspection, major observations relative to the implementation of the pollution control plan, and actions taken shall be completed within 24 hours of the inspection. This report shall be signed by the responsible person designated by the registrant. This report shall be retained as part of the pollution control plan for at least three years after the date of the inspection. GENERAL: Maintenance procedures should be implemented as soon as possible after the need for maintenance is recognized. Contractors shall utilize good housekeeping practices to minimize the possibilities of spills or leaks of potential pollutants. Hazardous materials shall be handled with the utmost care in accordance with all regulations and the recommendations of the manufacturer. ENGINEERING, LLC MAINTENANCE OF EROSION CONTROLS: Erosion controls shall be maintained as noted below: Item Procedure Hay bales Any broken, excessively tilted or undermined hay bales shall be promptly replaced. When sediment builds up behind the hay bales to over one half of the height of the bales, the sediment shall be removed or a second layer of hay bales added. Silt fence Sediment shall be removed when it reaches one third of the height of the silt fence. Care shall be taken to avoid damaging the fence during cleanout. Any areas of damaged or torn fabric, broken posts or undermined fence shall be repaired. Catch basin protection Any damage to stone check dams or other protective measure shall be repaired immediately. Clogged filter fabric or stone check dams shall be replaced. Any sediment accumulated in the catch basin sumps shall be removed. Sediment shall be removed when it accumulates to one half the height of the stone check dam. Discharge points Any sediment or debris accumulated at discharge points shall be removed. Any damage to riprap shall be immediately repaired. Vehicle entrances /exits Any material tracked onto roadways shall be immediately cleaned up. If necessary, stabilized construction entrances shall be provided to minimize sediment tracking. General Any debris blowing or flowing off the site shall be immediately cleaned up. Any unsafe storage practices noted in the inspection shall be immediately remedied. EMCSIMEERIMCS, LLC NON -STORM WATER DISCHARGES GENERAL: It is expected that the following non -storm water discharges may occur from the site during the construction period: • Discharges from firefighting activities • Waters used to wash vehicles or control dust in accordance with efforts to minimize offsite sediment tracking • Drainage from watering vegetation • Pavement wash waters without use of detergent and where spills or leaks of hazardous materials have not occurred (unless cleanup has removed all spilled materials) • Uncontaminated groundwater from dewatering operations • All non - stormwater discharges will be directed to the storm drainage system and/or discharge upstream of sediment and erosion controls. EMG9MEERIMG. LLC Applicant: Fig. 4 ORTHOGRAPHIC PHOTO CHAKAL05 INVESTMENTS, INC. Project LocuN3 I HAYDENVILLE ROAD 52 OVERLOOK DRIVE, NORTHAMPTON._ MA WINDSOR. CT Designer: SAGE ENGINEERING, LLC 199 SERVISTAR INDUSTRIAL WAY SCALE: 1" =300' DATE: 10 -1 G -201 1 WESTFIELD, MAO 1085 1, .. 0 NG. LLC 11S 2S: 3S' 8S 1' 9S 1OS Pre-Su 3 No. 1 Pre-Su No. 2 Pre -Su 3 No. 3 Pre-Su No L -1 Pre-Su No. L -2 Pre-Su No. L -3 111I Ex Der Pond 4R 5R 7R 1 12R 14R 13R Analysis Point No 1 nalysis Point No. Analysis Poi No. 3 Anal sis Point L -1 Analyis Point L -2 Analyis Point L -3 6R Ovearll Analysis Point - Beaver Brook Subcat Reach on Link Drainage Diagram for 0195- Pre - Development- 2 -8 -12 Prepared by Sage Engineering & Contracting, Inc. 2/20/2012 HydroCAD® 8.00 s/n 004245 9 2006 HydroCAD Software Solutions LLC 0195- Pre - Development- 2 -8 -12 Prepared by Sage Engineering & Contracting, Inc. Page 2 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Area Listing (all nodes) Area (acres) CN Description (subcats) 7.353 70 Woods, Good, HSG C (1S,2S,3S,8S,9S,10S) 9.694 74 >75% Grass cover, Good, HSG C (1S,2S,3S,8S,9S,10S) 0.865 98 Building (9S) 0.073 98 Driveway (1 S) 0.106 98 Driveways (2S) 0.030 98 House (1S) 0.064 98 Houses (2S) 1.781 98 Paved parking & roofs (9S,10S) 19.965 0195- Pre - Development- 2 -8 -12 Type 11124 -hr 2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 3 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Time span =5.00 -20.00 hrs, dt =0.05 hrs, 301 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method Subcatchment 1S: Pre-Sub No. 1 RunoffArea= 299.760 sf Runoff Depth >0.62" Flow Length= 1,345' Tc =40.9 min CN =71 Runoff =2.42 cfs 0.357 of Subcatchment 2S: Pre -Sub No. 2 Runoff Area = 108.612 sf Runoff Depth >0.81" Flow Length =456' Tc =27.3 min CN =75 Runoff=1.44 cfs 0.168 of Subcatchment 3S: Pre -Sub No. 3 Runoff Area = 39.795 sf Runoff Depth >0.67" Flow Length =387' Tc =24.2 min CN =72 Runoff--0.44 cfs 0.051 of Subcatchment 8S: Pre -Sub No L -1 Runoff Area = 98.930 sf Runoff Depth >0.72" Flow Length =357' Tc =9.2 min CN =73 Runoff--1.70 cfs 0.136 of Subcatchment 9S: Pre-Sub No. L -2 Runoff Area = 230.585 sf Runoff Depth >1.32" Flow Length= 1,145' Tc =24.2 min CN =84 Runoff =5.50 cfs 0.583 of Subcatchment 10S: Pre -Sub No. L -3 RunoffArea= 91.990 sf Runoff Depth >0.97" Flow Length =544' Tc =13.4 min CN =78 Runoff--1.98 cfs 0.170 of Reach 4R: Analysis Point No 1 Inflow =2.42 cfs 0.357 of Outflow =2.42 cfs 0.357 of Reach 5R: Analysis Point No. 2 Inflow =1.44 cfs 0.168 of Outflow =1.44 cfs 0.168 of Reach 6R: Ovearll Analysis Point - Beaver Brook Reach 7R: Analysis Point No. 3 Reach 12R: Analysis Point L -1 Reach 13R: Analyis Point L -3 Reach 14R: Analyis Point L -2 Inflow =11.25 cfs 1.465 of Outflow =11.25 cfs 1.465 of Inflow =0.44 cfs 0.051 of Outflow =0.44 cfs 0.051 of Inflow =1.70 cfs 0.136 of Outflow =1.70 cfs 0.136 of Inflow =1.98 cfs 0.170 of Outflow =1.98 cfs 0.170 of Inflow =5.39 cfs 0.583 of Outflow =5.39 cfs 0.583 of Pond 11 P: Ex. Det Pond Peak Elev= 493.90' Storage =1,008 cf Inflow =5.50 cfs 0.583 of 24.0" x 502.0' Culvert Outflow =5.39 cfs 0.583 of Total Runoff Area = 19.965 ac Runoff Volume = 1.465 of Average Runoff Depth = 0.88" 85.38% Pervious Area = 17.047 ac 14.62% Impervious Area = 2.918 ac 0195 - Pre - Development- 2 -8 -12 Type 11124 -hr 2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 4 HydroCAD® 8.00 s/n 004245 @ 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 1S: Pre -Sub No. 1 Runoff = 2.42 cfs @ 12.64 hrs, Volume= 0.357 af, Depth> 0.62" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 -Year Rainfall= 2.90" Area (sf) CN Description 78,895 74 >75% Grass cover, Good, HSG C 1,325 98 House 3,167 98 Driveway 216,373 70 Woods, Good, HSG C 299,760 71 Weighted Average 295,268 6.3 Pervious Area 4,492 0.70 Impervious Area Tc Length Slope Velocity min) (feet) (ft/ft) (ft/sec) 17.3 100 0.0387 0.10 17.3 980 0.0358 0.95 6.3 265 0.0100 0.70 40.9 1,345 Total Description Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" Shallow Concentrated Flow, Woodland Kv= 5.0 fps Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos Subcatchment 1S: Pre -Sub No. 1 Runoff Z42 �f. Type III 24 -hr 2 -Year Rainfall= 2.90" Runoff Area = 299,760 sf Runoff Volume =0.357 a Runoff Depth >0.62" Flow Length= 1,345' Tc =40.9 min CN =71 12 13 14 15 16 17 18 19 20 Time (hours) 0195- Pre - Development- 2 -8 -12 Type 111 24 -hr 2 -Year Rainfall = 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 5 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 2S: Pre -Sub No. 2 Runoff = 1.44 cfs @ 12.42 hrs, Volume= 0.168 af, Depth> 0.81" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 -Year Rainfall= 2.90" Area (sf) CN Description 4,600 98 Driveways 2,800 98 Houses 21,790 70 Woods, Good, HSG C 79,422 74 >75% Grass cover, Good, HSG C 108,612 75 Weighted Average 101,212 Pervious Area 7,400 Woods: Light underbrush n= 0.400 P2= 2.90" Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.1 100 0.0210 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 5.2 356 0.0265 1.14 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 27.3 456 Total Subcatchment 2S: Pre -Sub No. 2 Hydrograph ❑Runoff Type III 24 -hr 2 -Year Rainfall= 2.90" toff Area= 108,612'sf 1 r I rA Runoff Depth >0.81" IA M Flow Length =456' i I 12111 vl� Tc =27:3 min 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Time (hours) 0195 - Pre - Development- 2 -8 -12 Type 11124 -hr2 -Year Rainfall = 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 6 L ..J­/+/1Ml o nn _i_ nnenec a nnnc u..,,_..nnn ninninn4n Subcatchment 3S: Pre -Sub No. 3 Runoff = 0.44 cfs @ 12.38 hrs, Volume= 0.051 af, Depth> 0.67" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 -Year Rainfall= 2.90" Area (sf) CN Description 21,333 70 Woods, Good, HSG C 18,462 74 >75% Grass cover, Good, HSG C 39,795 72 Weighted Average 39,795 Pervious Area Tc Length Slope Velocity Capacity Description f..\ /feel\ /fF /f+N /fF /ce'N /rfc% 19.2 100 0.0300 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 2.6 137 0.0305 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.4 150 0.0220 1.04 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 24.2 387 Total N `u 3 0 LL Subcatchment 3S: Pre -Sub No. 3 Hydrograph 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Runoff 0195 - Pre - Development- 2 -8 -12 Type III 24 -hr 2 -Year Rainfall = 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 7 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 8S: Pre -Sub No L -1 Runoff = 1.70 cfs @ 12.15 hrs, Volume= 0.136 af, Depth> 0.72" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 -Year Rainfall= 2.90" Area (sf) CN Description 29,672 70 Woods, Good, HSG C 69,258 74 >75% Grass cover, Good, HSG C 98,930 73 Weighted Average 98,930 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (Rift) (ft/sec) (cfs) 6.6 100 0.0600 0.25 Sheet Flow, Grass: Short n=0.150 P2=2.90" 0.4 48 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.3 142 0.0630 1.76 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.9 67 0.0630 1.25 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 9.2 357 Total Subcatchment 8S: Pre -Sub No L -1 Hydrograph Runoff Type 111 24 -hr 2 -Year Rainfall= 2.90" Runoff Area =98,930!sf Runoff Volume = 0.136 of Runoff Depth >0.72" Flow Length =357' Tc =9'.2 min CN =73 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 0195 - Pre - Development- 2 -8 -12 Type 111 24 -hr 2 -Year Rainfall = 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 8 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 9S: Pre -Sub No. L -2 Runoff = 5.50 cfs @ 12.34 hrs, Volume= 0.583 af, Depth> 1.32" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 -Year Rainfall = 2.90" Area (sf) CN Description 37,659 98 Building 62,236 98 Paved parking & roofs 25,051 70 Woods, Good, HSG C 105,639 74 >75% Grass cover, Good, HSG C 230,585 84 Weighted Average 130,690 Pervious Area 99,895 Woods: Light underbrush n= 0.400 P2= 2.90" Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 100 0.0500 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 6.9 495 0.0293 1.20 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.0 142 0.0140 2.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.7 408 0.0235 9.11 16.10 Circular Channel (pipe), Diam= 18.0" Area= 1.8 sf Perim= 47 r- 0.38' n= 0.013 Corruqated PE, smooth interior 24.2 1.145 Total 0195 - Pre - Development- 2 -8 -12 Type Ill 24 -hr 2 -Year Rainfall = 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 9 HydroCAD® 8.00 s/n 004245 © 2006 HYdroCAD Software Solutions LLC 2/20/2012 12 13 14 15 16 17 18 19 20 Time (hours) Runoff 0195 - Pre - Development- 2 -8 -12 Type 11124 -hr 2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 10 Subcatchment 10S: Pre -Sub No. L -3 Runoff = 1.98 cfs @ 12.20 hrs, Volume= 0.170 af, Depth> 0.97" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 -Year Rainfall= 2.90" Area (sf) CN Description 15,338 98 Paved parking & roofs 6,058 70 Woods, Good, HSG C 70,594 74 >75% Grass cover, Good, HSG C 91,990 78 Weighted Average 76,652 0.19 Pervious Area 15,338 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (NM (ftisec) (cfs) 8.8 100 0.0300 0.19 Sheet Flow, Grass: Short n=0.150 P2=2.90" 1.2 151 0.0930 2.13 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.5 212 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 81 0.0485 1.54 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 13.4 544 Total Subcatchment 10S: Pre -Sub No. L -3 Hydrograph '. '. 2-- Type III 24 -hr 2 -Year Rainfall= 2.90" Runoff Area =91,990 sf - Runoff Volume= 0.170'af Runoff Depth >0.97" - Flow Length =544' Tc =13.4 min CN =78 12 13 14 15 16 17 18 19 20 Time (hours) Runoff 0195- Pre - Development- 2 -8 -12 Type 11124 -hr2 -Year Rainfall = 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 11 Reach 4R: Analysis Point No 1 Inflow Area = 6.882 ac, Inflow Depth > 0.62" for 2 -Year event Inflow = 2.42 cfs @ 12.64 hrs, Volume= 0.357 of Outflow = 2.42 cfs @ 12.64 hrs, Volume= 0.357 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs N U 3 O LL Reach 4R: Analysis Point No 1 Hydrograph Time (hours) E Inflow O Outllow 0195 - Pre - Development- 2 -8 -12 Type/// 24 -hr 2 -Year Rainfall = 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 12 Reach 5R: Analysis Point No. 2 Inflow Area = 2.493 ac, Inflow Depth > 0.81" for 2 -Year event Inflow = 1.44 cfs @ 12.42 hrs, Volume= 0.168 of Outflow = 1.44 cfs @ 12.42 hrs, Volume= 0.168 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs N U 3 O LL Reach 5R: Analysis Point No. 2 Hydrograph Time (hours) Inflow Outflow 0195 - Pre - Development- 2 -8 -12 Type 11124 -hr 2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 13 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Reach 6R: Ovearll Analysis Point - Beaver Brook Inflow Area = 19.965 ac, Inflow Depth > 0.88" for 2 -Year event Inflow = 11.25 cfs @ 12.40 hrs, Volume= 1.465 of Outflow = 11.25 cfs @ 12.40 hrs, Volume= 1.465 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs N U 3 O LL Reach 6R: Ovearll Analysis Point - Beaver Brook Hydrograph Time (hours) O InFlOw OutFlow 0195 - Pre - Development- 2 -8 -12 Type 111 24 -hr 2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 14 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Reach 7R: Analysis Point No. 3 Inflow Area = 0.914 ac, Inflow Depth > 0.67" for 2 -Year event Inflow = 0.44 cfs @ 12.38 hrs, Volume= 0.051 of Outflow = 0.44 cfs @ 12.38 hrs, Volume= 0.051 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs N U 3 O LL Reach 7R: Analysis Point No. 3 5 6 7 8 9 10 1....1,2....13....14....15.... ,6. . Time (hours) 0195 - Pre - Development- 2 -8 -12 Type 11124 -hr2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 15 HVdrOCAD® 8.00 s/n 004245 © 2006 HvdroCAD Software Solutions LLC gnn /gn1 g Reach 12R: Analysis Point L -1 Inflow Area = 2.271 ac, Inflow Depth > 0.72" for 2 -Year event Inflow = 1.70 cfs @ 12.15 hrs, Volume= 0.136 of Outflow = 1.70 cfs @ 12.15 hrs, Volume= 0.136 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs N U 3 O LL Reach 12R: Analysis Point L -1 Hydrograph Time (hours) F Inflow Outflow 0195- Pre - Development- 2 -8 -12 Type 11124 -hr 2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 16 Reach 13R: Analyis Point L -3 Inflow Area = 2.112 ac, Inflow Depth > 0.97" for 2 -Year event Inflow = 1.98 cfs @ 12.20 hrs, Volume= 0.170 of Outflow = 1.98 cfs @ 12.20 hrs, Volume= 0.170 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs N U 3 0 LL Reach 13R: Analyis Point L -3 Hydrograph Time (hours) O Inflow Outflow 0195- Pre - Development- 2 -8 -12 Prepared by Sage Engineering & Contracting, Inc. HydrOCADO 8.00 s/n 004245 © 2006 HydroCAD Softwarf Type Ill 24 -hr 2 -Year Rainfall= 2.90" Page 17 Reach 14R: Analyis Point L -2 Inflow Area = 5.294 ac, Inflow Depth > 1.32" for 2 -Year event Inflow = 5.39 cfs @ 12.39 hrs, Volume= 0.583 of Outflow = 5.39 cfs @ 12.39 hrs, Volume= 0.583 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs U 3 O LL Reach 14R: Analyis Point L -2 Hydrograph Time (hours) Inflow Outflow 0195- Pre - Development- 2 -8 -12 Type 11124 -hr 2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 18 Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 493.90' @ 12.39 hrs Surf.Area= 1,303 sf Storage= 1,008 cf Plug -Flow detention time= 2.8 min calculated for 0.581 of (100% of inflow) Center -of -Mass det. time= 2.6 min ( 813.8 - 811.2 ) Volume Invert Avail.Storage Storage Pond 11 P: Ex. Det Pond Inflow Area = 5.294 ac, Inflow Depth > 1.32" for 2 -Year event Inflow = 5.50 cfs @ 12.34 hrs, Volume= 0.583 of Outflow = 5.39 cfs @ 12.39 hrs, Volume= 0.583 af, Atten= 2 %, Lag= 2.9 min Primary = 5.39 cfs @ 12.39 hrs, Volume= 0.583 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 493.90' @ 12.39 hrs Surf.Area= 1,303 sf Storage= 1,008 cf Plug -Flow detention time= 2.8 min calculated for 0.581 of (100% of inflow) Center -of -Mass det. time= 2.6 min ( 813.8 - 811.2 ) Volume Invert Avail.Storage Storage Description #1 493.00' 6,305 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 493.00 936 0 0 494.00 1,344 1,140 1,140 495.00 2,349 1,847 2,987 496.00 4,287 3,318 6,305 Device Routing Invert Outlet Devices #1 Primary 492.75' 24.0" x 502.0' long Culvert CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 469.89' S= 0.0455T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max =5.38 cfs @ 12.39 hrs HW= 493.90' (Free Discharge) t1= Culvert (Inlet Controls 5.38 cfs @ 2.88 fps) 0195 - Pre - Development- 2 -8 -12 Type 11124 -hr 2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 19 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Pond 11 P: Ex. Det Pond Hydrograph . O Inflow 6 -- sso crs ❑Primary Inflow Area =5.294 ac 5 = Peak Elev= 493.90' Storage =1,008 cf 4 24.0" x 502.0' Culvert 3 3-. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 2D Time (hours) 0195 - Pre - Development- 2 -8 -12 Type/// 24 -hr 10 -Year Rainfall = 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 20 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Time span =5.00 -20.00 hrs, dt =0.05 hrs, 301 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method Subcatchment 1S: Pre -Sub No. 1 Runoff Area = 299.760 sf Runoff Depth >1.45" Flow Length= 1,345' Tc =40.9 min CN =71 Runoff--6.09 cfs 0.831 of Subcatchment 2S: Pre-Sub No. 2 Runoff Area = 108.612 sf Runoff Depth >1.74" Flow Length =456' Tc =27.3 min CN =75 Runoff =3.22 cfs 0.361 of Subcatchment 3S: Pre -Sub No. 3 Runoff Area = 39.795 sf Runoff Depth >1.53" Flow Length =387' Tc =24.2 min CN =72 Runoff--1.08 cfs 0.116 of Subcatchment 8S: Pre -Sub No L -1 Runoff Area = 98.930 sf Runoff Depth >1.61" Flow Length =357' Tc =9.2 min CN =73 Runoff =4.02 cfs 0.304 of Subcatchment 9S: Pre-Sub No. L -2 Runoff Area = 230.585 sf Runoff Depth >2.46" Flow Length = 1,145' Tc =24.2 min CN =84 Runoff =10.14 cfs 1.083 of Subcatchment 10S: Pre -Sub No. L -3 RunoffArea= 91.990 sf Runoff Depth >1.97" Flow Length =544' Tc =13.4 min CN =78 Runoff =4.11 cfs 0.347 of Reach 4R: Analysis Point No 1 Inflow =6.09 cfs 0.831 of Outflow =6.09 cfs 0.831 of Reach 5R: Analysis Point No. 2 Inflow =3.22 cfs 0.361 of Outflow =3.22 cfs 0.361 of Reach 6R: Ovearll Analysis Point - Beaver Brook Reach 7R: Analysis Point No. 3 Reach 12R: Analysis Point L -1 Reach 13R: Analyis Point L -3 Reach 14R: Analyis Point L -2 Inflow =23.60 cfs 3.041 of Outflow =23.60 cfs 3.041 of Inflow =1.08 cfs 0.116 of Outflow =1.08 cfs 0.116 of Inflow =4.02 cfs 0.304 of Outflow =4.02 cfs 0.304 of Inflow =4.11 cfs 0.347 of Outflow =4.11 cfs 0.347 of Inflow =9.85 cfs 1.083 of Outflow =9.85 cfs 1.083 of Pond 11 P: Ex. Det Pond Peak Elev= 494.43' Storage =1,818 cf Inflow =10.14 cfs 1.083 of 24.0" x 502.0' Culvert Outflow =9.85 cfs 1.083 of Total Runoff Area = 19.965 ac Runoff Volume = 3.042 of Average Runoff Depth = 1.83" 85.38% Pervious Area= 17.047 ac 14.62% Impervious Area= 2.918 ac 0195 - Pre - Development- 2 -8 -12 Type 111 24 -hr 10 -Year Rainfall= 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 21 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 1S: Pre -Sub No. 1 Runoff = 6.09 cfs @ 12.60 hrs, Volume= 0.831 af, Depth> 1.45' Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 -Year Rainfall= 4.30" Area (sf) CN Description 78,895 74 >75% Grass cover, Good, HSG C 1,325 98 House 3,167 98 Driveway 216,373 70 Woods, Good, HSG C 299,760 71 Weighted Average 295,268 Pervious Area 4,492 Impervious Area Tc Length Slope Velocity Capacity Description 17.3 100 0.0387 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 17.3 980 0.0358 0.95 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 6.3 265 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 40.9 1,345 Total Subcatchment 1S: Pre -Sub No. 1 Hydrograph I ;. '. ❑Runoff 6.09 ds._ 6- Type III 24-hr 10-Year '.. '.. Rainfall= 4.30" 5- Runoff Area = 299,760 sf Runoff Volume =0.831 af= Runoff Depth >1.45" 0 3- Flow Length=! 345' Tc =40.9 min 2- CN =71 5 6 7 B 9 10 11 12 13 14 Time (hours) 0195 - Pre - Development- 2 -8 -12 Type 111 24 -hr 10 -Year Rainfall= 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 22 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 2S: Pre -Sub No. 2 Runoff = 3.22 cfs @ 12.39 hrs, Volume= 0.361 af, Depth> 1.74" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 -Year Rainfall= 4.30" Area (sf) CN Description 4,600 98 Driveways 2,800 98 Houses 21,790 70 Woods, Good, HSG C 79,422 74 >75% Grass cover, Good, HSG C 108,612 75 Weighted Average 101,212 Pervious Area 7,400 Impervious Area Tc Length Slope Velocity min) (feet) (ft/ft) (ft/sec) 22.1 100 0.0210 0.08 5.2 356 0.0265 1.14 27.3 N V O LL 456 Total Description Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos Subcatchment 2S: Pre -Sub No. 2 6 Time (hours) Runoff 0195 - Pre - Development- 2 -8 -12 Type/// 24 -hr 10 -Year Rainfall= 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 23 LLC Subcatchment 3S: Pre -Sub No. 3 Runoff = 1.08 cfs @ 12.36 hrs, Volume= 0.116 af, Depth> 1.53" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 -Year Rainfall= 4.30" Area (sf) CN Description 21,333 70 Woods, Good, HSG C 18,462 74 >75% Grass cover, Good, HSG C 39,795 72 Weighted Average 39,795 Pervious Area Tc Length Slope Velocity Capacity Description min _(feet) (fl/ft) (ft/sec) (cfs) 19.2 100 0.0300 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 2.6 137 0.0305 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.4 150 0.0220 1.04 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 24.2 387 Total Subcatchment 3S: Pre -Sub No. 3 Hydrograph Type III 24 -hr 10 -Year Rainfall= 4.30" Runoff Area =39,795 sf Runoff Volume =0.116 of Runoff Depth >1.53" = Flow Length =387' Tc =24.2 min - CN =72 9, 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Runoff 0195- Pre - Development- 2 -8 -12 Type 11124 -hr 10 -Year Rainfall = 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 24 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 8S: Pre -Sub No L -1 Runoff = 4.02 cfs @ 12.14 hrs, Volume= 0.304 af, Depth> 1.61" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 -Year Rainfall= 4.30" Area (sf) CN Descriotion 29,672 70 Woods, Good, HSG C 69,258 74 >75% Grass cover, Good, HSG C 98,930 73 Weighted Average 98,930 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 100 0.0600 0.25 Sheet Flow, 2 LL Grass: Short n= 0.150 P2= 2.90" 0.4 48 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.3 142 0.0630 1.76 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.9 67 0.0630 1.25 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 9.2 357 Total Subcatchment 8S: Pre -Sub No L -1 Hydrograph 1 4- 3_ 3 2 LL Type III 24 -hr 10 -Year Rainfall= 4.30" Runoff Area =98;930 sf Runoff!Volume =0.304 of Runoff Depth >1.61" Flow Length =357' Tc =9'.2 min CN =73 10 11 12 13 14 15 16 Time (hours) 0195 - Pre - Development- 2 -8 -12 Type Ill 24 -hr 10 -Year Rainfall = 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 25 Subcatchment 9S: Pre -Sub No. L -2 Runoff = 10.14 cfs @ 12.33 hrs, Volume= 1.083 af, Depth> 2.46" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 -Year Rainfall= 4.30" Area (sf) CN Description 37,659 98 Building 62,236 98 Paved parking & roofs 25,051 70 Woods, Good, HSG C 105,639 74 >75% Grass cover, Good, HSG C 230,585 84 Weighted Average 130,690 Pervious Area 99,895 Short Grass Pasture Kv= 7.0 fps Impervious Area Tc Length Slope Velocity Capacity Description 15.6 100 0.0500 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 6.9 495 0.0293 1.20 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.0 142 0.0140 2.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.7 408 0.0235 9.11 16.10 Circular Channel (pipe), Diam= 18.0" Area= 1.8 sf Perim= 4.7' r- 0.38' n= 0.013 Corrugated PE, smooth interior 24.2 1,145 Total 0195 - Pre - Development- 2 -8 -12 Type/// 24 -hr 10 -Year Rainfall= 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 26 HvdroCAD® 8.00 s/n 004245 © 2006 HvdroCAD Software Solutions LLC _ 2/_20/2012 Subcatchment 9S: Pre -Sub No. L -2 Hydrograph r1D 14 cf. 11- ___ -. -... .__. _. -... -. ❑Runoff 10- .. .. Type III 24 -hr 10- Year -- Rainfall =4.30'• Runoff Area= 230,585'sf 7, Volume =1.083 of -- 6. Runoff Depth >2.46'' LL 5 Flow Lengt h =1,145' Tc =24.2 min - CN =84 2- '.. ®� ®® 9 zr zzzzzeo vz Time (houm) 0195 - Pre - Development- 2 -8 -12 Type/// 24 -hr 10 -Year Rainfall = 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 27 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 10S: Pre -Sub No. L -3 Runoff = 4.11 cfs @ 12.19 hrs, Volume= 0.347 af, Depth> 1.97" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 -Year Rainfall= 4.30" Area (sf) CN Description 15,338 98 Paved parking & roofs 6,058 70 Woods, Good, HSG C 70,594 74 >75% Grass cover, Good, HSG C 91,990 78 Weighted Average 76,652 81 Pervious Area 15,338 Impervious Area Tc Length Slope iin) (feet) (ft/ft) 8.8 100 0.0300 1.2 151 0.0930 2.5 212 0.0050 0.9 81 0.0485 13.4 u 3 LL 1 544 Total Capacity Description 0.19 Sheet Flow, Grass: Short n=0.150 P2=2.90" 2.13 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.54 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps Subcatchment 10S: Pre -Sub No. L -3 Hydrograph Type III 24 -hr 10 -Year Rainfall 4.30" - Runoff Area = 91,990 sf Runoff Volume= 0.347 of Runoff Depth >1.97" Flow Length =544' Tc =13.4 min C N =78 12 13 14 15 16 Time (hours) Runoff 0195 - Pre - Development- 2 -8 -12 Type/// 24 -hr 10 -Year Rainfall= 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 28 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Reach 4R: Analysis Point No 1 Inflow Area = 6.882 ac, Inflow Depth > 1.45' for 10 -Year event Inflow = 6.09 cfs @ 12.60 hrs, Volume= 0.831 of Outflow = 6.09 cfs @ 12.60 hrs, Volume= 0.831 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs N U 3 O LL Reach 4R: Analysis Point No 1 Hydrograph Time (hours) 0 Inflow Outflow 0195 - Pre - Development- 2 -8 -12 Type 11124 -hr 10 -Year Rainfall = 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 29 HydroCADO 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Reach 5R: Analysis Point No. 2 Inflow Area = 2.493 ac, Inflow Depth > 1.74" for 10 -Year event Inflow = 3.22 cfs @ 12.39 hrs, Volume= 0.361 of Outflow = 3.22 cfs @ 12.39 hrs, Volume= 0.361 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Reach 5R: Analysis Point No. 2 3 -' G 3 O LL Time (houm) 0195- Pre - Development- 2 -8 -12 Type/// 24 -hr 10 -Year Rainfall= 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 30 Reach 6R: Ovearll Analysis Point - Beaver Brook Inflow Area = 19.965 ac, Inflow Depth > 1.83" for 10 -Year event Inflow = 23.60 cfs @ 12.39 hrs, Volume= 3.041 of Outflow = 23.60 cfs @ 12.39 hrs, Volume= 3.041 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs N `u 3 a LL Reach 6R: Ovearll Analysis Point - Beaver Brook Hydrograph Time (hours) Inflow OutFlow 0195 - Pre - Development- 2 -8 -12 Type Ill 24 -hr 10 -Year Rainfall = 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 31 HydrOCADO 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Reach 7R: Analysis Point No. 3 Inflow Area = 0.914 ac, Inflow Depth > 1.53" for 10 -Year event Inflow = 1.08 cfs @ 12.36 hrs, Volume= 0.116 of Outflow = 1.08 cfs @ 12.36 hrs, Volume= 0.116 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs N U 3 O LL Reach 7R: Analysis Point No. 3 Hydrograph Time (hours) Inflow 0 Outflow 0195 - Pre - Development- 2 -8 -12 Type 11124 -hr 10 -Year Rainfall= 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 32 Reach 12R: Analysis Point L -1 Inflow Area = 2.271 ac, Inflow Depth > 1.61" for 10 -Year event Inflow = 4.02 cfs @ 12.14 hrs, Volume= 0.304 of Outflow = 4.02 cfs @ 12.14 hrs, Volume= 0.304 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs N U 3 0 LL Reach 12R: Analysis Point L -1 Hydrograph Time (hours) p Inflow Outflow 0195 - Pre - Development- 2 -8 -12 Type 111 24 -hr 10 -Year Rainfall= 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 33 HvdrOCADO 8.00 sln 004245 @ 2006 HvdroCAD Software Solutions LLC 919n /gn19 Reach 13R: Analyis Point L -3 Inflow Area = 2.112 ac, Inflow Depth > 1.97" for 10 -Year event Inflow = 4.11 cfs @ 12.19 hrs, Volume= 0.347 of Outflow = 4.11 cfs @ 12.19 hrs, Volume= 0.347 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs N `u 3 0 LL Reach 13R: Analyis Point L -3 Hydrograph Time (hours) rff Inflow Outflow 0195- Pre - Development- 2 -8 -12 Prepared by Sage Engineering & Contracting, Inc. HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Type/// 24 -hr 10 -Year Rainfall= 4.30" Page 34 Reach 14R: Analyis Point L -2 Inflow Area = 5.294 ac, Inflow Depth > 2.45' for 10 -Year event Inflow = 9.85 cfs @ 12.39 hrs, Volume= 1.083 of Outflow = 9.85 cfs @ 12.39 hrs, Volume= 1.083 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs N U 3 O LL Reach 14R: Analyis Point L -2 Hydrograph Time (hours) O InFlow D Outflow 0195 - Pre - Development- 2 -8 -12 Type/// 24 -hr 10 -Year Rainfall= 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 35 HydroCAD® 8.00 s/n 004245 0 2006 HydroCAD Software Solutions LLC 2/20/2012 Pond 11 P: Ex. Det Pond Inflow Area = 5.294 ac, Inflow Depth > 2.46" for 10 -Year event Inflow = 10.14 cfs @ 12.33 hrs, Volume= 1.083 of Outflow = 9.85 cfs @ 12.39 hrs, Volume= 1.083 af, Atten= 3 %, Lag= 3.5 min Primary = 9.85 cfs @ 12.39 hrs, Volume= 1.083 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 494.43' @ 12.39 hrs Surf.Area= 1,780 sf Storage= 1,818 cf Plug -Flow detention time= 3.0 min calculated for 1.083 of (100% of inflow) Center -of -Mass det. time= 2.8 min ( 800.0 - 797.2) Volume Invert Avail.Storage Storage Description #1 493.00' 6,305 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 493.00 936 0 0 494.00 1,344 1,140 1,140 495.00 2,349 1,847 2,987 496.00 4,287 3,318 6,305 Device Routing Invert Outlet Devices #1 Primary 492.75' 24.0" x 502.0' long Culvert CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 469.89' S= 0.0455'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max =9.82 cfs @ 12.39 hrs HW= 494.43' (Free Discharge) t1= Culvert (Inlet Controls 9.82 cfs @ 3.48 fps) 0195 - Pre - Development- 2 -8 -12 Type 11124 -hr 10 -Year Rainfall= 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 36 N U 3 O LL Pond 11 P: Ex. Det Pond Hydrograph Time (hours) E Inflow Primary 0195 - Pre - Development- 2 -8 -12 Type 111 24 -hr 25 -Year Rainfall=5. 10 " Prepared by Sage Engineering & Contracting, Inc. Page 37 HydroCAD® 8.00 s /_n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Time span =5.00 -20.00 hrs, dt =0.05 hrs, 301 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method Subcatchment 1S: Pre -Sub No. 1 Runoff Area = 299.760 sf Runoff Depth >2.00" Flow Length= 1,345' Tc =40.9 min CN =71 Runoff--8.48 cfs 1.144 of Subcatchment 2S: Pre-Sub No. 2 Runoff Area = 108.612 sf Runoff Depth >2.33" Flow Length =456' Tc =27.3 min CN =75 Runoff =4.34 cfs 0.484 of Subcatchment 3S: Pre -Sub No. 3 Runoff Area = 39.795 sf Runoff Depth >2.09" Flow Length =387' Tc =24.2 min CN =72 Runoff--1.49 cfs 0.159 of Subcatchment 8S: Pre -Sub No L -1 Runoff Area = 98.930 sf Runoff Depth >2.18" Flow Length =357' Tc =9.2 min CN =73 Runoff =5.49 cfs 0.413 of Subcatchment 9S: Pre -Sub No. L -2 Runoff Area = 230.585 sf Runoff Depth >3.14" Flow Length= 1,145' Tc =24.2 min CN =84 Runoff =12.88 cfs 1.385 of Subcatchment 10S: Pre -Sub No. L -3 Runoff Area = 91.990 sf Runoff Depth >2.60" Flow Length =544' Tc =13.4 min CN =78 Runoff--5.42 cfs 0.458 of Reach 4R: Analysis Point No 1 Inflow =8.48 cfs 1.144 of Outflow =8.48 cfs 1.144 of Reach 5R: Analysis Point No. 2 Inflow =4.34 cfs 0.484 of Outflow =4.34 cfs 0.484 of Reach 6R: Ovearll Analysis Point - Beaver Brook Reach 7R: Analysis Point No. 3 Reach 12R: Analysis Point L -1 Reach 13R: Analyis Point L -3 Reach 14R: Analyis Point L -2 Inflow =30.92 cfs 4.043 of Outflow =30.92 cfs 4.043 of Inflow =1.49 cfs 0.159 of Outflow =1.49 cfs 0.159 of Inflow =5.49 cfs 0.413 of Outflow =5.49 cfs 0.413 of Inflow =5.42 cfs 0.458 of Outflow =5.42 cfs 0.458 of Inflow =12.17 cfs 1.384 of Outflow =12.17 cfs 1.384 of Pond 11 P: Ex. Det Pond Peak Elev= 494.79' Storage =2,514 cf Inflow =12.88 cfs 1.385 of 24.0" x 502.0' Culvert Outflow =12.17 cfs 1.384 of Total Runoff Area = 19.965 ac Runoff Volume = 4.043 of Average Runoff Depth = 2.43" 85.38% Pervious Area = 17.047 ac 14.62% Impervious Area = 2.918 ac 0195 - Pre - Development- 2 -8 -12 Type/// 24-hr 25 -Year Rainfall = 5.10" Prepared by Sage Engineering & Contracting, Inc. Page 38 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 1S: Pre -Sub No. 1 Runoff = 8.48 cfs @ 12.59 hrs, Volume= 1.144 af, Depth> 2.00" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 -Year Rainfall = 5.10" Area (sfl CN Descriotion 78,895 74 >75% Grass cover, Good, HSG C 1,325 98 House 3,167 98 Driveway 216,373 70 Woods, Good, HSG C 299,760 71 Weighted Average 295,268 Pervious Area 4,492 Woods: Light underbrush n= 0.400 P2= 2.90" Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.3 100 0.0387 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 17.3 980 0.0358 0.95 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 6.3 265 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos ,M U 3 LL 1,345 Total Subcatchment 1S: Pre -Sub No. 1 Hydrograph _ _..... _.... ❑Runoff Type III 24 -hr 25 -Year Rainfall= 5.10" Runoff Area= 299,760 Sf Runoff Volume =1.144 a Runoff Depth >200" Flow Length= 1,345' Tc =40.9 min CN =71 1 12 13 14 15 16 17 18 19 20 Time (hours) 0195- Pre - Development- 2 -8 -12 Type Ill 24 -hr 25 -Year Rainfall = 5.10" Prepared by Sage Engineering & Contracting, Inc. Page 39 6Y MUOTIITINKi1 Subcatchment 2S: Pre -Sub No. 2 Runoff = 4.34 cfs @ 12.39 hrs, Volume= 0.484 af, Depth> 2.33" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 25 -Year Rainfall = 5.10" Area (sf) CN Description 4,600 98 Driveways 2,800 98 Houses 21,790 70 Woods, Good, HSG C 79,422 74 >75% Grass cover, Good, HSG C 108,612 75 Weighted Average 101,212 Pervious Area 7,400 Woods: Light underbrush n= 0.400 P2= 2.90" Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 22.1 100 0.0210 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 5.2 356 0.0265 1.14 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 27.3 456 Total V 3 O LL Subcatchment 2S: Pre -Sub No. 2 Hydrograph Time (hours) Runoff 0195 - Pre - Development- 2 -8 -12 Type /l/ 24 -hr 25 -Year Rainfall= 5.10" Prepared by Sage Engineering & Contracting, Inc. Page 40 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 3S: Pre -Sub No. 3 Runoff = 1.49 cfs @ 12.35 hrs, Volume= 0.159 af, Depth> 2.09" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 -Year Rainfall = 5.10" Area (sf) CN Description 21,333 70 Woods, Good, HSG C 18,462 74 >75% Grass cover, Good HSG C 39,795 72 Weighted Average 39,795 Pervious Area Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity Description (cfs) 19.2 100 0.0300 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 2.6 137 0.0305 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.4 150 0.0220 1.04 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 24.2 387 Total Subcatchment 3S: Pre -Sub No. 3 Hydrograph 10 11 12 13 rime (hours) Type III 24 -hr 25 -Year Rainfall' =5.10" Runoff Area =39,795 sf Runoff Volume= 0.'159af Runoff Depth >2.09" Flow Length =387' Tc =24'.2 min CN =72 Runoff 3 LL Subcatchment 3S: Pre -Sub No. 3 Hydrograph 10 11 12 13 rime (hours) Type III 24 -hr 25 -Year Rainfall' =5.10" Runoff Area =39,795 sf Runoff Volume= 0.'159af Runoff Depth >2.09" Flow Length =387' Tc =24'.2 min CN =72 Runoff 0195 -Pr( Prepared Runoff = welopment- 2 -8 -12 Type H/ 24 -hr 25 -Year Rainfall= 5.10" Sage Engineering & Contracting, Inc. Page 41 JO s/n 004245 @ 2006 HvdroCAD Software Solutions LLC 9 /9noni g Subcatchment 8S: Pre -Sub No L -1 5.49 cfs @ 12.14 hrs, Volume= 0.413 af, Depth> 2.18" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 25 -Year Rainfall = 5.10" Area (sf) CN Description 29,672 70 Woods, Good, HSG C 69,258 74 >75% Grass cover, Good, HSG C 98,930 73 Weighted Average 98,930 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (WM (ft/sec) (cfs) 6.6 100 0.0600 0.25 Sheet Flow, 3 Grass: Short n=0.150 P2=2.90" 0.4 48 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.3 142 0.0630 1.76 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.9 67 0.0630 1.25 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 9.2 357 Total Subcatchment 8S: Pre -Sub No L -1 Hydrograph 6- 5- 4- '.. '.. N I 3 - LL Type III 24 -hr 25 -Year Rainfall =5.1'0" Runoff Area =98,9301 sf Runoff Volume =0.413 of Runoff Depth >2.1'8" Flow Length =357' Tc =9'.2 min CN =73 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Runoff 0195 - Pre - Development- 2 -8 -12 Type/// 24 -hr 25 -Year Rainfall= 5.10" Prepared by Sage Engineering & Contracting, Inc. Page 42 HydroCAD® 8.00 s/n 004245 @ 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 9S: Pre -Sub No. L -2 Runoff = 12.88 cfs @ 12.33 hrs, Volume= 1.385 af, Depth> 3.14" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 25 -Year Rainfall = 5.10" Area (sf) CN Description 37,659 98 Building 62,236 98 Paved parking & roofs 25,051 70 Woods, Good, HSG C 105,639 74 >75% Grass cover, Good, HSG C 230,585 84 Weighted Average 130,690 Pervious Area 99,895 Short Grass Pasture Kv= 7.0 fps Impervious Area Tc Length Slope Velocity Capacity Description 15.6 100 0.0500 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 6.9 495 0.0293 1.20 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.0 142 0.0140 2.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.7 408 0.0235 9.11 16.10 Circular Channel (pipe), Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Corrugated PE, smooth interior 24.2 1,145 Total 0195- Pre - Development- 2 -8 -12 Type /// 24 -hr 25 -Year Rainfall=5. 10 " Prepared by Sage Engineering & Contracting, Inc. Page 43 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 3 LL Subcatchment 9S: Pre -Sub No. L -2 Hydrograph i2.ee ds ❑Runoff Type III 24 -hr 25 -Year- Rainfall = 5.10" Runoff Area =230,585 sf Runoff Volume =1.385 of Runoff Depth >3.14" • r.J.....1.T Tc =24.2 min CN =84 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 0195 - Pre - Development- 2 -8 -12 Type 11124 -hr 25 -Year Rainfall = 5.10" Prepared by Sage Engineering & Contracting, Inc. Page 44 HvHmrADR A.00 s/n 004245 Cc) 2006 HvdroCAD Software Solutions LLC 2/20/2012 Subcatchment 10S: Pre -Sub No. L -3 Runoff = 5.42 cfs @ 12.19 hrs, Volume= 0.458 af, Depth> 2.60" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 25 -Year Rainfall = 5.10" Area (sf) CN Description 15,338 98 Paved parking & roofs 6,058 70 Woods, Good, HSG C 70,594 74 >75% Grass cover, Good, HSG C 91,990 78 Weighted Average 76,652 Pervious Area 15,338 151 Impervious Area Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity Description (cfs) 8.8 100 0.0300 0.19 Sheet Flow, Grass: Short n=0.150 P2=2.90" 1.2 151 0.0930 2.13 Shallow Concentrated Flow, . Short Grass Pasture Kv= 7.0 fps 2.5 212 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 81 0.0485 1.54 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 13.4 544 Total Subcatchment 10S: Pre -Sub No. L -3 Hydrograph 5a2 dz Type III 24 -hr 25 -Year Rainfall =5.1!0" Runoff Area = 91,990 Sf Runoff Volume= 0.458! of Runoff Depth >2.60" Flow Length =544' Tc= 13'.4 min CN =78 11 12 13 14 15 16 17 18 19 20 Time (hours) 3 3 LL 2- . Runoff Area = 91,990 Sf Runoff Volume= 0.458! of Runoff Depth >2.60" Flow Length =544' Tc= 13'.4 min CN =78 11 12 13 14 15 16 17 18 19 20 Time (hours) 0195 - Pre - Development- 2 -8 -12 Type 111 24 -hr 25 -Year Rainfall = 5.10" Prepared by Sage Engineering & Contracting, Inc. Page 45 Reach 4R: Analysis Point No 1 Inflow Area = 6.882 ac, Inflow Depth > 2.00" for 25 -Year event Inflow = 8.48 cfs @ 12.59 hrs, Volume= 1.144 of Outflow = 8.48 cfs @ 12.59 hrs, Volume= 1.144 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs N U 3 0 LL Reach 4R: Analysis Point No 1 Hydrograph Time (hours) Fff Inflow Outflow 0195- Pre - Development- 2 -8 -12 Prepared by Sage Engineering & Contracting, Inc. Type 111 24 -hr 25 -Year Rainfall = 5.10" Page 46 Solutions LLC Reach 5R: Analysis Point No. 2 Inflow Area = 2.493 ac, Inflow Depth > 2.33" for 25 -Ye2r event Inflow = 4.34 cfs @ 12.39 hrs, Volume= 0.484 of Outflow = 4.34 cfs @ 12.39 hrs, Volume= 0.484 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs N U 3 O LL Reach 5R: Analysis Point No. 2 Hydrograph Time (hours) i Inflow Outflow 0195 - Pre - Development- 2 -8 -12 Type/// 24 -hr 25 -Year Rainfall = 5.10" Prepared by Sage Engineering & Contracting, Inc. Page 47 U-A—1 AM/ o nn _1� nn An AC 1, In u..J -_nnn Reach 6R: Ovearll Analysis Point - Beaver Brook Inflow Area = 19.965 ac, Inflow Depth > 2.43" for 25 -Year event Inflow = 30.92 cfs @ 12.39 hrs, Volume= 4.043 of Outflow = 30.92 cfs @ 12.39 hrs, Volume= 4.043 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs N 2 =. 1 0 1 LL 1 1 5 6 7 6 9 10 11 12 13 14 15 16 17 Time (hours) 0195 - Pre - Development- 2 -8 -12 Type/// 24 -hr 25 -Year Rainfall = 5.10" Prepared by Sage Engineering & Contracting, Inc. Page 48 HydroCAD® 8.00 s/n 004245 @ 2006 HydroCAD Software Solutions LLC 2/20/2012 Reach 7R: Analysis Point No. 3 Inflow Area = 0.914 ac, Inflow Depth > 2.09" for 25 -Year event Inflow = 1.49 cfs @ 12.35 hrs, Volume= 0.159 of Outflow = 1.49 cfs @ 12.35 hrs, Volume= 0.159 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs N U 3 0 LL Reach 7R: Analysis Point No. 3 Hydrograph Time (hours) O Inflow OuHlow 0195 - Pre - Development- 2 -8 -12 Type 11124 -hr 25 -Year Rainfall = 5.90" Prepared by Sage Engineering & Contracting, Inc. Page 49 Reach 12R: Analysis Point L -1 Inflow Area = 2.271 ac, Inflow Depth > 2.18" for 25 -Year event Inflow = 5.49 cfs @ 12.14 hrs, Volume= 0.413 of Outflow = 5.49 cfs @ 12.14 hrs, Volume= 0.413 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Reach 12R: Analysis Point L -1 2- r Time (hours) 0195- Pre - Development- 2 -8 -12 Type 111 24 -hr 25 -Year Rainfall = 5.10" Prepared by Sage Engineering & Contracting, Inc. Page 50 HydroCADO 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Reach 13R: Analyis Point L -3 Inflow Area = 2.112 ac, Inflow Depth > 2.60" for 25 -Year event Inflow = 5.42 cfs @ 12.19 hrs, Volume= 0.458 of Outflow = 5.42 cfs @ 12.19 hrs, Volume= 0.458 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs N V 3 O LL Reach 13R: Analyis Point L -3 Hydrograph Time (hours) FEI Inflow Ou[flaw 0195- Pre - Development- 2 -8 -12 Type 11124 -hr 25 -Year Rainfall= 5.10" Prepared by Sage Engineering & Contracting, Inc. Page 51 Reach 14R: Analyis Point L -2 Inflow Area = 5.294 ac, Inflow Depth > 3.14" for 25 -Year event Inflow = 12.17 cfs @ 12.41 hrs, Volume= 1.384 of Outflow = 12.17 cfs @ 12.41 hrs, Volume= 1.384 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Reach 14R: Analyis Point L -2 0195 - Pre - Development- 2 -8 -12 Type 111 24 -hr 25 -Year Rainfall = 5.10" Prepared by Sage Engineering & Contracting, Inc. Page 52 HvdroGAD® 8.00 s/n 004245 © 2006 HvdroCAD Software Solutions LLC 2/20/2012 Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 494.79' @ 12.41 hrs Surf.Area= 2,137 sf Storage= 2,514 cf Plug -Flow detention time= 3.1 min calculated for 1.380 of (100% of inflow) Center -of -Mass det. time= 2.9 min ( 794.5 - 791.5 ) Volume Invert Avail.Storage Storage Pond 11 P: Ex. Det Pond Inflow Area = 5.294 ac, Inflow Depth > 3.14" for 25 -Year event Inflow = 12.88 cfs @ 12.33 hrs, Volume= 1.385 of Outflow = 12.17 cfs @ 12.41 hrs, Volume= 1.384 af, Atten= 5 %, Lag= 4.8 min Primary = 12.17 cfs @ 12.41 hrs, Volume= 1.384 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 494.79' @ 12.41 hrs Surf.Area= 2,137 sf Storage= 2,514 cf Plug -Flow detention time= 3.1 min calculated for 1.380 of (100% of inflow) Center -of -Mass det. time= 2.9 min ( 794.5 - 791.5 ) Volume Invert Avail.Storage Storage Description #1 493.00' 6,305 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 493.00 936 0 0 494.00 1,344 1,140 1,140 495.00 2,349 1,847 2,987 496.00 4,287 3,318 6,305 Device Routing Invert Outlet Devices #1 Primary 492.75' 24.0" x 502.0' long Culvert CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 469.89' S=0.0455'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max =12.15 cfs @ 12.41 hrs HW= 494.78' (Free Discharge) 1-'-1= Culvert (Inlet Controls 12.15 cfs @ 3.87 fps) 0195 - Pre - Development- 2 -8 -12 Type/// 24 -hr 25 -Year Rainfall=5. 10 " Prepared by Sage Engineering & Contracting, Inc. Page 53 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Pond 11 P: Ex. Det Pond Hydrograph 14- 1268 d. - OPrimary 13' - - Inflow Area- -5.294 ac - IZ17 d. 12- - - Peak Elev= 494.79 °..... 11_ . - - -- - - - - -- - -- - -- -�- -- Storage= 251.4_cf - -- 16' - 9_ - 24.01111 x 502.0° Culvert _ V IL 6- .. - '.. '.. 5 -' - 4 Y 5 6 7 8 9 10 i, 12 13 14 15 16 17 16 19 20 Time (hours) 0195 - Pre - Development- 2 -8 -12 Type 111 24 -hr 100 -Year Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 54 HvdroCADO 8.00 s/n 004245 © 2006 HvdroCAD Software Solutions LLC 2/20/2012 Time span =5.00 -20.00 hrs, dt =0.05 hrs, 301 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method Subcatchment 1S: Pre -Sub No. 1 Runoff Area = 299.760 sf Runoff Depth >2.86" Flow Length= 1,345' Tc =40.9 min CN =71 Runoff--12.29 cfs 1.652 of Subcatchment 2S: Pre -Sub No. 2 Runoff Area= 108,612 sf Runoff Depth >3.28" Flow Length =456' Tc =27.3 min CN =75 Runoff =6.09 cfs 0.681 of Subcatchment 3S: Pre -Sub No. 3 RunoffArea= 39.795 sf Runoff Depth >2.99" Flow Length =387' Tc =24.2 min CN =72 Runoff- -2.15 cfs 0.228 of Subcatchment 8S: Pre -Sub No L -1 Runoff Area = 98.930 sf Runoff Depth >3.10" Flow Length =357' Tc =9.2 min CN =73 Runoff--7.83 cfs 0.588 of Subcatchment 9S: Pre -Sub No. L -2 Runoff Area = 230.585 sf Runoff Depth >4.20" Flow Length = 1,145' Tc =24.2 min CN =84 Runoff =17.02 cfs 1.851 of Subcatchment 10S: Pre -Sub No. L -3 Runoff Area = 91.990 sf Runoff Depth >3.59" Flow Length =544' Tc =13.4 min CN =78 Runoff--7.44 cfs 0.632 of Reach 4R: Analysis Point No 1 Inflow =12.29 cfs 1.652 of Outflow =12.29 cfs 1.652 of Reach 5R: Analysis Point No. 2 Inflow =6.09 cfs 0.681 of Outflow =6.09 cfs 0.681 of Reach 6R: Ovearll Analysis Point - Beaver Brook Reach 7R: Analysis Point No. 3 Reach 12R: Analysis Point L -1 Reach 13R: Analyis Point L -3 Reach 14R: Analyis Point L -2 Inflow =41.89 cfs 5.631 of Outflow =41.89 cfs 5.631 of Inflow =2.15 cfs 0.228 of Outflow =2.15 cfs 0.228 of Inflow =7.83 cfs 0.588 of Outflow =7.83 cfs 0.588 of Inflow =7.44 cfs 0.632 of Outflow =7.44 cfs 0.632 of Inflow =15.35 cfs 1.850 of Outflow =15.35 cfs 1.850 of Pond 11 P: Ex. Det Pond Peak Elev= 495.40' Storage =4,085 cf Inflow =17.02 cfs 1.851 of 24.0" x 502.0' Culvert Outflow =15.35 cfs 1.850 of Total Runoff Area= 19.965 ac Runoff Volume= 5.632 of Average Runoff Depth= 3.38" 85.38% Pervious Area = 17.047 ac 14.62% Impervious Area= 2.918 ac 0195- Pre - Development- 2 -8 -12 Type 11124 -hr 100 -Year Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 55 Subcatchment 1S: Pre -Sub No. 1 Runoff = 12.29 cfs @ 12.58 hrs, Volume= 1.652 af, Depth> 2.88" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -Year Rainfall= 6.30" Area (sf) CN Description 78,895 74 >75% Grass cover, Good, HSG C 1,325 98 House 3,167 98 Driveway 216,373 70 Woods Good, HSG C 299,760 71 Weighted Average 295,268 Pervious Area 4,492 Impervious Area Tc Length Slope Velocity Capacity Description 17.3 100 0.0387 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 17.3 980 0.0358 0.95 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 6.3 265 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 40.9 1,345 Total Subcatchment 1S: Pre -Sub No. 1 Hydrograph 13- El 12 Type III 24 -hr 100 -Year. 1* Rainfall= 6.30" 70' Runoff Area= 299,760 sf 9 Runoff Volume =1.652 of 8- 7,f - Runoff Depth >2.88' Flow Length= 1,345' 5- Tc =40.9 min O Runoff 229 cft 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 0195- Pre - Development- 2 -8 -12 Type/// 24 -hr 100 -Year Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 56 Subcatchment 2S: Pre -Sub No. 2 Runoff = 6.09 cfs @ 12.38 hrs, Volume= 0.681 af, Depth> 3.28" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -Year Rainfall= 6.30" Area (sf) CN Description 4,600 98 Driveways 2,800 98 Houses 21,790 70 Woods, Good, HSG C 79,422 74 >75% Grass cover, Good, HSG C 108,612 75 Weighted Average 101,212 Pervious Area 7,400 Impervious Area Tc Length Slope Velocity Capacity Description 22.1 100 0.0210 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 5.2 356 0.0265 1.14 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 27.3 456 Total u 3 LL Subcatchment 2S: Pre -Sub No. 2 Hydrograph '. - I,. ❑Runoff F-09 --ft Type III 24 -hr 100 -Year Rainfall= 6.30" Runoff Area = 108,612 sf -Runoff 'Volume= 0.681 of Runoff Depth >3.28" Flow Length =456' Tc =27'.3 min CN =75 12 13 14 15 16 17 18 19 20 Time (hours) 0195 - Pre - Development- 2 -8 -12 Type Ill 24 -hr 100 -Year Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 57 Subcatchment 3S: Pre -Sub No. 3 Runoff = 2.15 cfs @ 12.34 hrs, Volume= 0.228 af, Depth> 2.99" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -Year Rainfall= 6.30" Area (sf) CN Description 21,333 70 Woods, Good, HSG C 18,462 74 >75% Grass cover, Good, HSG C 39,795 72 Weighted Average 39,795 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 19.2 100 0.0300 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 2.6 137 0.0305 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.4 150 0.0220 1.04 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 24.2 387 Total V 3 LL IN Subcatchment 3S: Pre -Sub No. 3 Hydrograph '. '. ', ', ❑Runoff Type III 24 -hr 100- Year Rainfall= 6.30" Runoff Area =39,795'sf Runoff Volume = 0.228 of Runoff Depth >2.99" -Flow Length =387' 10 11 12 13 14 Time (hours) Tc =24'.2 min CN =72 0195 - Pre - Development- 2 -8 -12 Type/// 24 -hr 100 -Year Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 58 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 8S: Pre -Sub No L -1 Runoff = 7.83 cfs @ 12.13 hrs, Volume= 0.588 af, Depth> 3.10" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -Year Rainfall= 6.30" Area (sf) CN Description 29,672 70 Woods, Good, HSG C 69,258 74 >75% Grass cover, Good, HSG C 98,930 73 Weighted Average 98,930 Pervious Area Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity Description (cfs) 6.6 100 0.0600 0.25 Sheet Flow, 3 Grass: Short n= 0.150 P2= 2.90" 0.4 48 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.3 142 0.0630 1.76 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.9 67 0.0630 1.25 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.2 357 Total Subcatchment 8S: Pre -Sub No L -1 Hydrograph 7- ' n 5 3 0 4- IL - -._ __ __ ❑Runoff Type III 24 -hr 100 -Year Rainfall 6.30" Runoff Area =98,930'sf Runoff Volume= 0.588! of Runoff Depth >3.1:0" Flow Length =357' Tc =9.2 min CN =73 a 9 10 11 12 13 14 15 16 17 18 19 20 Time (haum) 0195 - Pre - Development- 2 -8 -12 Type/// 24 -hr 100 -Year Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 59 HvdroCAD® 8.00 s/n 004245 © 2006 HvdroCAD Software Solutions LLC 9 /9n /9n19 Subcatchment 9S: Pre -Sub No. L -2 Runoff = 17.02 cfs @ 12.33 hrs, Volume= 1.851 af, Depth> 4.20" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -Year Rainfall= 6.30" Area (sf) CN Description 37,659 98 Building 62,236 98 Paved parking & roofs 25,051 70 Woods, Good, HSG C 105,639 74 >75% Grass cover, Good, HSG C 230,585 84 Weighted Average 130,690 Pervious Area 99,895 Woods: Light underbrush n= 0.400 P2= 2.90" Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 100 0.0500 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 6.9 495 0.0293 1.20 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.0 142 0.0140 2.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.7 408 0.0235 9.11 16.10 Circular Channel (pipe), Diam= 18.0" Area= 1.8 sf Perim= 47 r- 0.38' n= 0.013 Corrugated PE, smooth interior 24.2 1,145 Total 0195 - Pre - Development- 2 -8 -12 Type/// 24 -hr 100 -Year Rainfall = 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 60 N V 3 O LL Subcatchment 9S: Pre -Sub No. L -2 Hydrograph Time (hours) Runoff 0195 - Pre - Development- 2 -8 -12 Type/// 24 -hr 100 -Year Rainfall = 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 61 Subcatchment 10S: Pre -Sub No. L -3 Runoff = 7.44 cfs @ 12.19 hrs, Volume= 0.632 af, Depth> 3.59" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -Year Rainfall= 6.30" Area (sf) CN Description 15,338 98 Paved parking & roofs 6,058 70 Woods, Good, HSG C 70,594 74 >75% Grass cover, Good, HSG C 91,990 78 Weighted Average 76,652 2.13 Pervious Area 15,338 Impervious Area Tc Length Slope Velocity Capacity Description 8.8 100 0.0300 0.19 Sheet Flow, Grass: Short n=0.150 P2=2.90" 1.2 151 0.0930 2.13 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.5 212 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 81 0.0485 1.54 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fns iK�l�'i•CiiC.St:1 u 3 LL Subcatchment 10S: Pre -Sub No. L -3 Hydrograph '. ! '. ❑Runoff Type III 24 -hr 100 -Year Rainfall= 6.30" Runoff Area = 91,990 sf Runoff Volume =0.632 of Runoff Depth >3.59" Flow Length =544' Tc =13'.4 min CN =78 5 6 7 8 9 10 11 12 13 14 15 16 Time (hours) 0195 - Pre - Development- 2 -8 -12 Type/// 24 -hr 100 -Year Rainfall = 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 62 Reach 4R: Analysis Point No 1 Inflow Area = 6.882 ac, Inflow Depth > 2.88" for 100 -Year event Inflow = 12.29 cfs @ 12.58 hrs, Volume= 1.652 of Outflow = 12.29 cfs @ 12.58 hrs, Volume= 1.652 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs FEI Inflow OuHlow 0195 - Pre - Development- 2 -8 -12 Type/// 24 -hr 100 -Year Rainfall = 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 63 HydroCADO 8.00 s/n 004245 @ 2006 HydroCAD Software Solutions LLC 2/20/2012 Reach 5R: Analysis Point No. 2 Inflow Area = 2.493 ac, Inflow Depth > 3.28" for 100 -Year event Inflow = 6.09 cfs @ 12.38 hrs, Volume= 0.681 of Outflow = 6.09 cfs @ 12.38 hrs, Volume= 0.681 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs N U 3 D LL Reach 5R: Analysis Point No. 2 Hydrograph Time (hours) 0 In9ow Outllow 0195 - Pre - Development- 2 -8 -12 Type 111 24 -hr 100 -Year Rainfall = 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 64 HydroCAD® 8.00 s/n 004245 @ 2006 HydroCAD Software Solutions LLC 2/20/2012 Reach 6R: Ovearil Analysis Point - Beaver Brook Inflow Area = 19.965 ac, Inflow Depth > 3.38" for 100 -Year event Inflow = 41.89 cfs @ 12.40 hrs, Volume= 5.631 of Outflow = 41.89 cfs @ 12.40 hrs, Volume= 5.631 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs N U 3 O LL Reach 6R: Ovearll Analysis Point - Beaver Brook Hydrograph Time (hours) inflow Outilow 0195 - Pre - Development- 2 -8 -12 Type/// 24 -hr 100 -Year Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 65 Reach 7R: Analysis Point No. 3 Inflow Area = 0.914 ac, Inflow Depth > 2.99" for 100 -Year event Inflow = 2.15 cfs @ 12.34 hrs, Volume= 0.228 of Outflow = 2.15 cfs @ 12.34 hrs, Volume= 0.228 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs N U 3 O LL Reach 7R: Analysis Point No. 3 Hydrograph Time (hours) E Inflow Ouf1IOW 0195- Pre - Development- 2 -8 -12 Prepared by Sage Engineering & Contracting, Inc. Type 111 24 -hr 100 -Year Rainfall = 6.30" Page 66 LLC Reach 12R: Analysis Point L -1 Inflow Area = 2.271 ac, Inflow Depth > 3.10" for 100 -Year event Inflow = 7.83 cfs @ 12.13 hrs, Volume= 0.588 of Outflow = 7.83 cfs @ 12.13 hrs, Volume= 0.588 af, Atten= 0% Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs N `o 3 0 LL Reach 12R: Analysis Point L -1 Hydrograph Lag= 0.0 min Time (hours) O Inflow Outflow 0195- Pre - Development- 2 -8 -12 Type/// 24 -hr 100 -Year Rainfall = 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 67 HydroCADO 8.00 s/n 004245 @ 2006 HydroCAD Software Solutions LLC 2/20/2012 Reach 13R: Analyis Point L -3 Inflow Area = 2.112 ac, Inflow Depth > 3.59" for 100 -Year event Inflow = 7.44 cfs @ 12.19 hrs, Volume= 0.632 of Outflow = 7.44 cfs @ 12.19 hrs, Volume= 0.632 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs N U 3 O LL Reach 13R: Analyis Point L -3 Hydrograph Time (hours) Inflow Outflow 0195 - Pre - Development- 2 -8 -12 Type/// 24 -hr 100 -Year Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 68 HydroCAD® 8.00 s/n 004245 0 2006 HydroCAD Software Solutions LLC 2/20/2012 Reach 14R: Analyis Point L -2 Inflow Area = 5.294 ac, Inflow Depth > 4.19" for 100 -Year event Inflow = 15.35 cfs @ 12.44 hrs, Volume= 1.850 of Outflow = 15.35 cfs @ 12.44 hrs, Volume= 1.850 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs N U 3 O LL Reach 14R: Analyis Point L -2 Hydrograph 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) O Inflow OuMow 0195 - Pre - Development- 2 -8 -12 Type 111 24-hr 100 -Year Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 69 Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 495.40' @ 12.44 hrs Surf.Area= 3,127 sf Storage= 4,085 cf Plug -Flow detention time= 3.4 min calculated for 1.844 of (100% of inflow) Center -of -Mass det. time= 3.2 min ( 787.9 - 784.7) Volume Invert Avail.Storage Storage Pond 11 P: Ex. Det Pond Inflow Area = 5.294 ac, Inflow Depth > 4.20" for 100 -Year event Inflow = 17.02 cfs @ 12.33 hrs, Volume= 1.851 of Outflow = 15.35 cfs @ 12.44 hrs, Volume= 1.850 af, Atten= 10 %, Lag= 6.7 min Primary = 15.35 cfs @ 12.44 hrs, Volume= 1.850 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 495.40' @ 12.44 hrs Surf.Area= 3,127 sf Storage= 4,085 cf Plug -Flow detention time= 3.4 min calculated for 1.844 of (100% of inflow) Center -of -Mass det. time= 3.2 min ( 787.9 - 784.7) Volume Invert Avail.Storage Storage Description #1 493.00' 6,305 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 493.00 936 0 0 494.00 1,344 1,140 1,140 495.00 2,349 1,847 2,987 496.00 4,287 3,318 6,305 Invert Outlet Devices #1 Primary 492.75' 24.0" x 502.0' long Culvert CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 469.89' S= 0.0455T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max =15.31 cfs @ 12.44 hrs HW= 495.39' (Free Discharge) t1= Culvert (Inlet Controls 15.31 cfs @ 4.87 fps) 0195- Pre - Development- 2 -8 -12 Type 11124 -hr 100 -Year Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 70 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 N `u 3 0 LL Pond 11 P: Ex. Det Pond Hydrograph 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Inflow Primary APPENDIX B MrS. LLc 35 6S_ SS: 4S 13S. 751: 14S 25; eS. Post -Su No. 1-A Post -Su No.2 -A PnsbSU No. }A Post -SI No .1 Post -Su No. 14 P.OSUb ryo L- 2A Stib NOL -3 Poal -S bNo. L -1 Poa4SU NoL -]A an Oeleno n Basin 12 MC-0M Chamber 16R EK 2V HdPE DMH -2 9R. eR 9R W 10R 12R Analysis Point No. t Analysis Point No Analysis Point .3 A lysis Point L -1 nalysis Point L -3 9lt Er. Oele n Pond 17R Analysio pint L -2 2R Overall Analysis Point - EnsfGng Beaver Brook Drainage Outfall SubCat Reach on Link Drainage Diagram for 0195 - Post - Development- 2-8 -12 -Final Prepared by Sage Engineering & Contracting, Inc. 2/20/2012 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 0195- Post - Development- 2 -8 -12 -Final Prepared by Sage Engineering & Contracting, Inc. Page 2 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Area Listing (all nodes) Area (acres) CN Description (subcats) 4.743 70 Woods, Good, HSG C (2S,3S,4S,6S,8S,13S,14S) 9.910 74 >75% Grass cover, Good, HSG C (2S,3S,4S,5S,6S,7S,8S,13S,14S) 0.073 89 Gravel roads, HSG C (3S,4S) 1.523 98 Building (4S,13S) 0.259 98 Building Addition (7S,13S) 0.184 98 Detention Basin (4S) 0.106 98 Ex. Driveway (6S) 0.064 98 Ex. House (6S) 1.941 98 Paved parking & roofs (7S,13S,14S) 1.177 98 Roads and Sidewalks (4S) 19.981 0195 - Post - Development- 2 -8 -12 -Final Type/// 24 -hr 2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 3 Time span= 3.00 -23.00 hrs, dt =0.05 hrs, 401 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method Subcatchment 2S: Post-Sub No. L -1 Runoff Area = 88.521 sf Runoff Depth >0.78" Flow Length =290' Tc =7.9 min CN =73 Runoff=1.57 cfs 0.132 of Subcatchment 3S: Post- Sub No. 1 -A Runoff Area = 103.637 sf Runoff Depth >0.68" Flow Length= 1,296' Tc =39.1 min CN =71 Runoff =0.86 cfs 0.135 of Subcatchment 4S: Post -Sub No. 1 RunoffArea= 257.239 sf Runoff Depth >1.27" Flow Length= 1,549' Tc =35.1 min CN =82 Runoff--4.67 cfs 0.624 of Subcatchment 5S: Post -Sub No. 3 -A Runoff Area= 10.060 sf Runoff Depth >0.83" Flow Length =114' Slope = 0.03807' Tc =8.2 min CN =74 Runoff =0.19 cfs 0.016 of Subcatchment 6S: Post -Sub No. 2 -A RunoffArea= 80.336 sf Runoff Depth >0.93" Flow Length =299' Slope= 0.02657' Tc =12.1 min CN =76 Runoff--1.56 cfs 0.143 of Subcatchment 7S: Post -Sub No L -2A Runoff Area = 26.098 sf Runoff Depth >2.04" Flow Length =233' Tc =7.4 min CN =92 Runoff =1.34 cfs 0.102 of Subcatchment 8S: Post -Sub No L -3A Runoff Area =7,455 sf Runoff Depth >0.83" Flow Length =299' Tc =7.9 min CN =74 Runoff--0.14 cfs 0.012 of Subcatchment 13S: Post -Sub No. L -2 Runoff Area = 212.501 sf Runoff Depth >1.40" Flow Length = 1,150' Tc =24.2 min CN =84 Runoff-5.07 cfs 0.571 of Subcatchment 14S: Post-Sub No L -3 Runoff Area = 84.535 sf Runoff Depth >1.09" Flow Length =452' Tc =12.3 min CN =79 Runoff­-1.98 cfs 0.177 of Reach 2R: Overall Analysis Point- Existing Beaver Brook Drainage Outfall Inflow =10.75 cfs 1.847 of Outflow =10.75 cfs 1.847 of Reach 7R: Analysis Point No. 1 Reach 8R: Analysis Point No. 2 Reach 9R: Analysis Point No. 3 Reach 1OR: Analysis Point L -1 Reach 11 R: Analysis Point L -2 Inflow =0.86 cfs 0.135 of Outflow =0.86 cfs 0.135 of Inflow =1.56 cfs 0.143 of Outflow =1.56 cfs 0.143 of Inflow =0.19 cfs 0.016 of Outflow =0.19 cfs 0.016 of Inflow =1.57 cfs 0.132 of 0 utflow =1.57 cfs 0.132 of Inflow =7.87 cfs 1.410 of Outflow =7.87 cfs 1.410 of 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 4 Reach 12R: Analysis Point L -3 Inflow =0.14 cfs 0.012 of Outflow =0.14 cfs 0.012 of Reach 16R: EX. 24" HDPE DMH -2 to Pond Avg. Depth =0.69' Max Vet =8.24 fps Inflow =7.87 cfs 1.411 of D= 24.0" n =0.013 L =92.0' S= 0.0188 T Capacity =31.02 cfs Outflow =7.87 cfs 1.410 of Pond 1P: Zoe Detention Basin Peak EIev= 508.04' Storage =9,063 cf Inflow =4.67 cfs 0.624 of Outflow =2.21 cfs 0.604 of Pond 9P: Ex. Detention Pond Peak EIev= 493.75' Inflow =7.87 cfs 1.410 of Outflow =7.87 cfs 1.410 of Pond 12P: MC -4500 Chambers Peak EIev= 506.59' Storage =2,753 cf Inflow =3.14 cfs 0.279 of 15.0" x 29.0' Culvert Outflow =2.79 cfs 0.235 of Total Runoff Area = 19.981 ac Runoff Volume = 1.911 of Average Runoff Depth =1.15" 73.70% Pervious Area = 14.727 ac 26.30% Impervious Area = 5.254 ac 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr2 -Year Rainfall = 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 5 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 2S: Post -Sub No. L -1 Runoff = 1.57 cfs @ 12.13 hrs, Volume= - 0.132 af, Depth> 0.78" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 -Year Rainfall= 2.90" Area (sf) CN Description 30,291 70 Woods, Good, HSG C 58,230 74 >75% Grass cover, Good, HSG C 88,521 73 Weighted Average 88,521 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.8 100 0.0850 0.29 Sheet Flow, Grass: Short n=0.150 P2=2.90" 2.1 190 0.0480 1.53 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 7.9 290 Total Subcatchment 2S: Post -Sub No. L -1 Hydrograph Runoff Type III 224 -hr 2 -Year Rainfall= 2.90" Runoff 'Area =88,521 sf unoff Volume =0.132 -af Runoff'Depth >0.78" Flow Length =290' Tc =7.9 min CN =73 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Time (hours) 0 LL Type III 224 -hr 2 -Year Rainfall= 2.90" Runoff 'Area =88,521 sf unoff Volume =0.132 -af Runoff'Depth >0.78" Flow Length =290' Tc =7.9 min CN =73 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Time (hours) 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 6 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 3S: Post- Sub No. 1 -A Runoff = 0.86 cfs @ 12.62 hrs, Volume= 0.135 af, Depth> 0.68" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 -Year Rainfall= 2.90" Area (sf CN Description 88,132 70 Woods, Good, HSG C 14,152 74 >75% Grass cover, Good, HSG C 1.353 89 Gravel roads. HSG C 103,637 71 Weighted Average 103,637 Pervious Area Tc Length Slope Velocity Capacity Description 18.0 100 0.0350 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 7.7 494 0.0455 1.07 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.4 702 0.0156 0.87 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 39.1 1,296 Total N `u 3 0 LL Subcatchment 3S: Post- Sub No. 1 -A Hydrograph Time (hours) RunoR 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 7 Subcatchment 4S: Post -Sub No. 1 Runoff = 4.67 cfs @ 12.50 hrs, Volume= 0.624 af, Depth> 1.27" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 -Year Rainfall= 2.90" Area (sf) CN Description 51,268 98 Roads and Sidewalks 28,695 98 Building 8,036 98 Detention Basin 1,838 89 Gravel roads, HSG C 119,575 74 >75% Grass cover, Good, HSG C 47,827 70 Woods Good HSG C 257,239 82 Weighted Average 169,240 0.3300 Pervious Area 87,999 Impervious Area Tc Length Slope Velocity Capacity Description 19.2 100 0.0300 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 11.4 613 0.0321 0.90 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.1 35 0.3300 4.02 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.5 58 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.9 743 0.0050 3.21 2.52 Circular Channel (pipe), Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 35.1 1,549 Total 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr 2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 8 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 4S: Post -Sub No. 1 Hydrograph 5- _ ❑Runoff Type III I24 -hr 2 -Year -- Rainfall= 2.90" _ Runoff Area = 257,239 sf Runoff Volume =0.624 of 3- - Runoff', Depth >1.27" Flow Length= 1,549' 2- _ '... '.,, '...Tc =35.1'.. min CN =82 0- 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) 0195 - Post - Development- 2 -8 -12 -Final Type /I/ 24 -hr 2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 9 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 5S: Post -Sub No. 3 -A Runoff = 0.19 cfs @ 12.13 hrs, Volume= 0.016 af, Depth> 0.83" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 -Year Rainfall= 2.90" Area (sf) CN Description 10,060 74 >75% Grass cover, Good, HSG C 10,060 Pervious Area Tc Length Slope iin) (feet) (ft/ft) 8.0 100 0.0380 0.2 14 0.0380 8.2 114 Total Description 0.21 Sheet Flow, Grass: Short n=0.150 P2=2.90" 1.36 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0fos Subcatchment 5S: Post -Sub No. 3 -A Hydrograph 0 Runoff Type III 24 -hr 2 -Year Rainfall= 2.90" KunoTT,Area =a u,uqu -sT Runoff Volume--0.016 of Runoff Depth >0.83" Flow Length =114' Slope= 0.0380 Tc =8.2 min CN =74 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) 0195 - Post - Development- 2 -8 -12 -Final Type/// 24 -hr 2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 10 HydroCAD® 8.00 s/n 004245 @ 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 6S: Post -Sub No. 2 -A Runoff = 1.56 cfs @ 12.18 hrs, Volume= 0.143 af, Depth> 0.93" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 -Year Rainfall= 2.90" Area (sf) CN Description 4,600 98 Ex. Driveway 2,800 98 Ex. House 63,780 74 >75% Grass cover, Good, HSG C 9,156 70 Woods, Good, HSG C 80,336 76 Weighted Average 72,936 Pervious Area 7,400 Grass: Short n= 0.150 P2= 2.90" Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 9.2 100 0.0265 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.90" 2.9 199 0.0265 1.14 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 12.1 299 Total U 3 LL Subcatchment 6S: Post -Sub No. 2 -A Hydrograph Type III 24 -hr 2 -Year Rainfall= 2.90" Runoff Area= 80,336 sf Runoff Volume = 0.143 of Runoff'Depth >0.93" Flow length =299' Slope= 0.0265 '/' Tc =12.1 min CN =76 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 Time (hours) Runoff 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 11 HydroCADO 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 7S: Post -Sub No L -2A Runoff = 1.34 cfs @ 12.11 hrs, Volume= 0.102 af, Depth> 2.04" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 -Year Rainfall= 2.90" Area (sf) CN Description 5,475 98 Building Addition 13,953 98 Paved parking & roofs R R7n 7d >750/ (-racc rnvar (:nnri Pq(' r` 26,098 92 Weighted Average 6,670 Pervious Area 19,428 Impervious Area Tc Length Slope Velocity Capacity Description (mint (fact) (ft /ft) (ff /ear) (rfc) 4.3 35 0.0214 0.13 Sheet Flow, Grass: Short n=0.150 P2=2.90" 1.6 65 0.0050 0.69 Sheet Flow, Smooth surfaces n=0.011 P2=2.90" 1.5 133 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.4 233 Total Subcatchment 7S: Post -Sub No L -2A Hydrograph t0A cis Type III 24-hr 2 -Year Rainfall= 2.90" - Runoff Area= 26,098 sf Runoff Volume =0.102 of Runoff'Depth >2.04" FlowjLength =233' Tc =7.4 min CN =92 3 4 5 6 7 a 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) Runoff 0195- Post - Development- 2 -8 -12 -Final Type 11124 -hr2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 12 Subcatchment 8S: Post -Sub No L -3A Runoff = 0.14 cfs @ 12.13 hrs, Volume= 0.012 af, Depth> 0.83" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 -Year Rainfall= 2.90" Area (sf) CN Description 450 70 Woods, Good, HSG C 7,005 74 >75% Grass cover, Good, HSG C 7,455 74 Weighted Average 7,455 Pervious Area N V 3 O LL Tc Length Description 6.0 100 0.0780 0.28 Sheet Flow, Grass: Short n=0.150 P2=2.90" 1.9 199 0.0618 1.74 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 7.9 299 Total Subcatchment 8S: Post -Sub No L -3A Hydrograph Time (hours) Runoff 0195- Post - Development- 2 -8 -12 -Final Type 11124 -hr2 -Year Rainfall = 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 13 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 13S: Post -Sub No. L -2 Runoff = 5.07 cfs @ 12.34 hrs, Volume= 0.571 af, Depth> 1.40" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 -Year Rainfall= 2.90" Area (sf) CN Description 37,659 98 Building 5,794 98 Building Addition 53,131 98 Paved parking & roofs 25,051 70 Woods, Good, HSG C 90.866 74 >75% Grass cover. Good. HSG C 212,501 84 Weighted Average 115,917 Pervious Area 96,584 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.5 100 0.0515 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 6.7 475 0.0284 1.18 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.3 167 0.0119 2.21 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.7 408 0.0235 9.11 16.10 Circular Channel (pipe), Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Corruaated PE. smooth interior 24.2 1.150 Total 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 14 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 13S: Post -Sub No. L -2 Hydrograph 5 Type 11124 -hr 2 -Year Rainfall= 2.90" 4 Runoff Area= 212,501 sf Runoff Volume =0.571 of 3.. Runoff Depth >1.40" LL - Flow Length= 1,150' 2, - Tc =24.2 min - -- CN =84 0- 3 4 5 6 7. 8 9... 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) Runoff 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 15 H,,HrnC An(el A nn c/n nnn9n r. lrl 9nnC. uvArnr An cn I�4;, ­ I I(' pion Inn 4n Subcatchment 14S: Post -Sub No L -3 Runoff = 1.98 cfs @ 12.18 hrs, Volume= 0.177 af, Depth> 1.09" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24-hr 2 -Year Rainfall= 2.90" Area (sf) CN Description 5,719 70 Woods, Good, HSG C 17,467 98 Paved parking & roofs 61,349 74 >75% Grass cover, Good, HSG C 84,535 79 Weighted Average 67,068 Pervious Area 17,467 Impervious Area Tc Length Capacity Description /..&.\ 8.8 100 0.0300 0.19 Sheet Flow, Grass: Short n=0.150 P2=2.90" 1.2 151 0.0930 2.13 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.3 201 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 12.3 452 Total Subcatchment 14S: Post -Sub No L -3 Hydrograph 1.98 c@ 2_ Type III 24 -hr 2 -Year Rainfall= 2.90" Runoff,Area= 84,535 sf Runoff Volume =0.177 of Runoff Depth >1.09•' Flow'Length =452' Tc =12.3 min C N =79 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) Runoff 0195 - Post - Development- 2 -8 -12 -Final Type lll24 -hr2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 16 Reach 2R: Overall Analysis Point- Existing Beaver Brook Drainage Outfall Inflow Area = 19.981 ac, Inflow Depth > 1.11" for 2 -Year event Inflow = 10.75 cfs @ 12.28 hrs, Volume= 1.847 of Outflow = 10.75 cfs @ 12.28 hrs, Volume= 1.847 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs N U 3 0 LL Reach 2R: Overall Analysis Point- Existing Beaver Brook Drainage Outfall Hydrograph Time (hours) O Inflow Outflow 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr 2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 17 LJv.l.n!"Afl(ol 0 nn -/- nnnnn= F, onn= u..A —. Arm Reach 7R: Analysis Point No. 1 Inflow Area = 2.379 ac, Inflow Depth > 0.68" for 2 -Year event Inflow = 0.86 cfs @ 12.62 hrs, Volume= 0.135 of Outflow = 0.86 cfs @ 12.62 hrs, Volume= 0.135 af, Atten= 0 %, Lag= 0.0 min Routing by Stor - Intl +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs 0.55c 0.8- 0.75-] 0.7 P 0.65; 0.6; 0.55' 0.5'. 0.45= u 0.4- 0.35; 0.3- 0.25 0.2- 0.75- 0.1 Reach 7R: Analysis Point No. 1 Hydrograph '/ / // / ///////MA Time (hours) 0195 - Post - Development- 2 -8 -12 -Final Type 111 24 -hr 2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 18 HydrOCADO 8.00 s/n 004245 @ 2006 HydroCAD Software Solutions LLC 2/20/2012 Reach 8R: Analysis Point No. 2 Inflow Area = 1.844 ac, Inflow Depth > 0.93" for 2 -Year event Inflow = 1.56 cfs @ 12.18 hrs, Volume= 0.143 of Outflow = 1.56 cfs @ 12.18 hrs, Volume= 0.143 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs N U 3 O LL Reach 8R: Analysis Point No. 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) Inflow Outllow 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 19 HydrOCADO 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Reach 9R: Analysis Point No. 3 Inflow Area = 0.231 ac, Inflow Depth > 0.83" for 2 -Year event Inflow = 0.19 cfs @ 12.13 hrs, Volume= 0.016 of Outflow = 0.19 cfs @ 12.13 hrs, Volume= 0.016 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs N `u 3 0 LL Reach 9R: Analysis Point No. 3 Hydrograph Time (hours) Inflow p Outflow 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 20 Reach 10R: Analysis Point L -1 Inflow Area = 2.032 ac, Inflow Depth > 0.78" for 2 -Year event Inflow = 1.57 cfs @ 12.13 hrs, Volume= 0.132 of Outflow = 1.57 cfs @ 12.13 hrs, Volume= 0.132 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs N U 3 0 LL 0 Inflow Outl ow 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 21 HydroCAD® 8.00 sin 004245 @ 2006 HydroCAD Software Solutions LLC 2/20/2012 Reach 11 R: Analysis Point L -2 Inflow Area = 13.324 ac, Inflow Depth > 1.27' for 2 -Year event Inflow = 7.87 cfs @ 12.31 hrs, Volume= 1.410 of Outflow = 7.87 cfs @ 12.31 hrs, Volume= 1.410 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs N U 3 O LL Reach 11 R: Analysis Point L -2 Hydrograph Time (hours) 0 Inflow outtlow 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 22 Reach 12R: Analysis Point L -3 Inflow Area = 0.171 ac, Inflow Depth > 0.83" for 2 -Year event Inflow = 0.14 cfs @ 12.13 hrs, Volume= 0.012 of Outflow = 0.14 cfs @ 12.13 hrs, Volume= 0.012 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Reach 12R: Analysis Point L -3 Hydrograph FEI Inflow 0.14 cfs __ ❑OuMow 0.15 0,14 d. Inflow Area =0.171 ac 0.14 0.13 0.12 0.11 -__- 0.1 _ U - a 0.08 _ - LL 0.07 0.05 0.03 0.02 f a01 Time (hours) 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr2 -Year Rainfall = 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 23 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Reach 16R: EX. 24" HDPE DMH -2 to Pond Inflow Area = 13.324 ac, Inflow Depth > 1.27" for 2 -Year event Inflow = 7.87 cfs @ 12.30 hrs, Volume= 1.411 of Outflow = 7.87 cfs @ 12.31 hrs, Volume= 1.410 af, Atten= 0 %, Lag= 0.3 min Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Max. Velocity= 8.24 fps, Min. Travel Time= 0.2 min Avg. Velocity = 4.17 fps, Avg. Travel Time= 0.4 min Peak Storage= 88 cf @ 12.31 hrs, Average Depth at Peak Storage= 0.69' Bank -Full Depth= 2.00', Capacity at Bank -Full= 31.02 cfs 24.0" Diameter Pipe, n=0.013 Length= 92.0' Slope= 0.0188'/' Inlet Invert= 498.12', Outlet Invert= 496.39' Time (hours) 0 Inflow O Outflow 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 24 HydroCAD® 8.00 s/n 004245 @ 2006 HydroCAD Software Solutions LLC 2/20/2012 Routing by Stor -Ind method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Peak Elev= 508.04' @ 13.00 hrs Surf.Area= 6,414 sf Storage= 9,063 cf Plug -Flow detention time= 99.0 min calculated for 0.604 of (97% of inflow) Center -of -Mass det. time= 83.1 min ( 937.1 - 854.0 ) Volume Invert Avail.Storage Storage Description Pond 1 P: Zoe Detention Basin Inflow Area = 5.905 ac, Inflow Depth > 1.27" for 2 -Year event Inflow = 4.67 cfs @ 12.50 hrs, Volume= 0.624 of Outflow = 2.21 cfs @ 13.00 hrs, Volume= 0.604 af, Atten= 53 %, Lag= 30.0 min Primary = 2.21 cfs @ 13.00 hrs, Volume= 0.604 of Routing by Stor -Ind method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Peak Elev= 508.04' @ 13.00 hrs Surf.Area= 6,414 sf Storage= 9,063 cf Plug -Flow detention time= 99.0 min calculated for 0.604 of (97% of inflow) Center -of -Mass det. time= 83.1 min ( 937.1 - 854.0 ) Volume Invert Avail.Storage Storage Description #1 505.00' 28,931 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 505.00 0 0 0 506.00 500 250 250 507.00 5,131 2,816 3,066 508.00 6,365 5,748 8,814 509.00 7,632 6,999 15,812 510.00 8,957 8,295 24,107 510.50 10,339 4,824 28,931 Device Routing Invert Outlet Devices #1 Primary 506.00' 4.0" Vert. Orifice /Grate C= 0.600 #2 Primary 506.85' 45.0 deg x 3.50' rise Sharp- Crested Vee/Trap Weir C= 2.56 #3 Device 2 506.00' 24.0" x 264.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert= 498.75' S= 0.02757' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max =2.21 cfs @ 13.00 hrs HW= 508.04' (Free Discharge) �1= Orifice /Grate (Orifice Controls 0.57 cfs @ 6.59 fps) 2= Sharp- Crested Vee/Trap Weir (Weir Controls 1.63 cfs @ 2.79 fps) '�-3= Culvert (Passes 1.63 cfs of 11.21 cfs potential flow) 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr2 -Year Rainfall = 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 25 u...4...nnn( o nn ..r., nneonc nnnnc u...4...rnn Pond 1P: Zoe Detention Basin Hydrograph Inflow Area =5.905 ac Peak Elev =508:04' 4- Storage--9,063 cf m 3_ zzt cfs _.... ......... 2- 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 Time (hours) E InFlow I El Pnmary 0195 - Post - Development- 2 -8 -12 -Final Type /// 24 -hr 2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 26 HydroCADO 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Routing by Stor -Ind method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Peak Elev= 493.75' @ 12.31 hrs Flood Elev= 496.10' Device Routing Invert Pond 9P: Ex. Detention Pond Inflow Area = 13.324 ac, Inflow Depth > 1.27" for 2 -Year event Inflow = 7.87 cfs @ 12.31 hrs, Volume= 1.410 of Outflow = 7.87 cfs @ 12.31 hrs, Volume= 1.410 af, Atten= 0 %, Lag= 0.0 min Primary = 7.87 cfs @ 12.31 hrs, Volume= 1.410 of Routing by Stor -Ind method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Peak Elev= 493.75' @ 12.31 hrs Flood Elev= 496.10' Device Routing Invert Outlet Devices #1 Primary 493.00' 24.0" Vert. Orifice /Grate C= 0.600 #2 Primary 492.75' 24.0" x 502.0' long Culvert CPP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 469.80' S= 0.0457'P Cc= 0.900 n=0.013 #3 Device 1 492.50' 24.0" x 31.0' long OUTLET STRUCTURE TO DMH O.S. #1 CPP, square edge headwall, Ke= 0.500 Outlet Invert= 490.31' S= 0.0706'/' Cc= 0.900 n=0.013 #4 Device 3 490.31' 24.0" x 233.0' long DMH O.S. #1 TO DMH O.S. #2 CPP, square edge headwall, Ke= 0.500 Outlet Invert= 480.00' S=0.0442'/' Cc= 0.900 n=0.013 #5 Device 4 480.00' 24.0" x 272.0' long DMH O.S. #2 TO END CPP, square edge headwall, Ke= 0.500 Outlet Invert= 469.68' S=0.0379'/' Cc= 0.900 n=0.013 Primary OutFlow Max =7.80 cfs @ 12.31 hrs HW= 493.74' (Free Discharge) 1=Orifice/Grate (Orifice Controls 3.13 cfs @ 2.94 fps) - OUTLET STRUCTURE TO DMH O.S. #1 (Passes 3.13 cfs of 7.20 cfs potential flow) =DMH O.S. #1 TO DMH O.S. #2 (Passes 3.13 cfs of 10.37 cfs potential flow) t-5 =DMH O.S. #2 TO END (Passes 3.13 cfs of 9.84 cfs potential flow) 2= Culvert (Inlet Controls 4.67 cfs @ 3.00 fps) 0195 - Post - Development- 2 -8 -12 -Final Type I// 24 -hr 2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 27 HydroCAD® 8.00 s/n 004245_© 2006 HydroCAD Software Solutions LLC 2/20/2012 Pond 9P: Ex. Detention Pond Hydrograph w 5- 3 0 4- _ 3- 2_ 0195- Post - Development- 2 -8 -12 -Final Type/// 24 -hr 2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 28 Routing by Stor -Ind method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Peak Elev= 506.59' @ 12.22 hrs Surf.Area= 0 sf Storage= 2,753 cf Plug -Flow detention time= 97.0 min calculated for 0.235 of (84% of inflow) Center -of -Mass det. time= 35.6 min ( 862.7 - 827.1 ) Volume Invert Avail.Storage Storage Description #1 503.92' 5,923 cf StormTech MC -4500 Listed below Elevation Cum.Store (feet) (cubic -feet) 503.92 0 503.98 49 504.32 247 504.73 547 505.15 1,055 505.57 1,557 505.98 2,052 506.40 2,538 506.82 3,012 507.23 3,472 507.65 3,917 508.07 4,341 508.48 4,740 508.90 5,107 509.32 5,418 509.73 5,676 510.15 5,923 Device Routing Invert Outlet Devices #1 Primary 505.74' 15.0" x 29.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert= 504.35' S= 0.0479 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max =2.74 cfs @ 12.22 hrs HW= 506.58' (Free Discharge) t-1= Culvert (Inlet Controls 2.74 cfs @ 3.12 fps) Pond 12P: MC -4500 Chambers Inflow Area = 2.540 ac, Inflow Depth > 1.32" for 2 -Year event Inflow = 3.14 cfs @ 12.15 hrs, Volume= 0.279 of Outflow = 2.79 cfs @ 12.22 hrs, Volume= 0.235 af, Atten= 11 %, Lag= 4.4 min Primary = 2.79 cfs @ 12.22 hrs, Volume= 0.235 of Routing by Stor -Ind method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Peak Elev= 506.59' @ 12.22 hrs Surf.Area= 0 sf Storage= 2,753 cf Plug -Flow detention time= 97.0 min calculated for 0.235 of (84% of inflow) Center -of -Mass det. time= 35.6 min ( 862.7 - 827.1 ) Volume Invert Avail.Storage Storage Description #1 503.92' 5,923 cf StormTech MC -4500 Listed below Elevation Cum.Store (feet) (cubic -feet) 503.92 0 503.98 49 504.32 247 504.73 547 505.15 1,055 505.57 1,557 505.98 2,052 506.40 2,538 506.82 3,012 507.23 3,472 507.65 3,917 508.07 4,341 508.48 4,740 508.90 5,107 509.32 5,418 509.73 5,676 510.15 5,923 Device Routing Invert Outlet Devices #1 Primary 505.74' 15.0" x 29.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert= 504.35' S= 0.0479 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max =2.74 cfs @ 12.22 hrs HW= 506.58' (Free Discharge) t-1= Culvert (Inlet Controls 2.74 cfs @ 3.12 fps) 0195 - Post - Development- 2 -8 -12 -Final Type /I/ 24 -hr 2 -Year Rainfall= 2.90" Prepared by Sage Engineering & Contracting, Inc. Page 29 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Pond 12P: MC -4500 Chambers Hydrograph EJ Inflow aia cis I ❑Primary Inflow Area =2.540 ac 3 2.79d„ = Peak Elev= 506'.59' Storage =2,753 cf 15.0" x 29.0' Culvert N 2 3 1 3 4 5 6 7 8 9 10 11 12 13 14 Time (hours) 0195 - Post - Development- 2 -8 -12 -Final Type/// 24 -hr 10 -Year Rainfall= 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 30 HvdroCAD® 8.00 s/n 004245 0 2006 HvdroCAD Software Solutions LLC 2/20/2012 Time span= 3.00 -23.00 hrs, dt =0.05 hrs, 401 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method Subcatchment 2S: Post -Sub No. L -1 Runoff Area = 88.521 sf Runoff Depth >1.71" Flow Length =290' Tc =7.9 min CN =73 Runoff--3.77 cfs 0.290 of Subcatchment 3S: Post - Sub No. 1 -A Runoff Area= 103.637 sf Runoff Depth >1.56" Flow Length= 1,296' Tc =39.1 min CN =71 Runoff--2.15 cfs 0.309 of Subcatchment 4S: Post -Sub No. 1 Runoff Area = 257.239 sf Runoff Depth >2.41" Flow Length= 1,549' Tc =35.1 min CN =82 Runoff--8.94 cfs 1.185 of Subcatchment 5S: Post -Sub No. 3 -A Runoff Area = 10.060 sf Runoff Depth >1.79" Flow Length =114' Slope= 0.0380'/' Tc =8.2 min CN =74 Runoff =0.44 cfs 0.034 of Subcatchment 6S: Post-Sub No. 2 -A Runoff Area = 80.336 sf Runoff Depth >1.94" Flow Length =299' Slope = 0.0265'/' Tc =12.1 min CN =76 Runoff--3.44 cfs 0.297 of Subcatchment 7S: Post-Sub No L -2A Runoff Area = 26.098 sf Runoff Depth >3.37" Flow Length =233' Tc =7.4 min CN =92 Runoff--2.16 cfs 0.168 of Subcatchment 8S: Post -Sub No L -3A Runoff Area =7,455 sf Runoff Depth >1.79" Flow Length =299' Tc =7.9 min CN =74 Runoff =0.33 cfs 0.025 of Subcatchment 13S: Post -Sub No. L -2 Runoff Area = 212.501 sf Runoff Depth >2.59" Flow Length = 1,150' Tc =24.2 min CN =84 Runoff =9.35 cfs 1.053 of Subcatchment 14S: Post -Sub No L -3 Runoff Area= 84.535 sf Runoff Depth >2.17" Flow Length =452' Tc =12.3 min CN =79 Runoff--4.06 cfs 0.351 of Reach 2R: Overall Analysis Point- Existing Beaver Brook Drainage Outfall Inflow =21.86 cfs 3.618 of Outflow =21.86 cfs 3.618 of Reach 7R: Analysis Point No. 1 Reach 8R: Analysis Point No. 2 Reach 9R: Analysis Point No. 3 Reach 10R: Analysis Point L -1 Reach 11 R: Analysis Point L -2 Inflow =2.15 cfs 0.309 of Outflow =2.15 cfs 0.309 of Inflow =3.44 cfs 0.297 of Outflow =3.44 cfs 0.297 of Inflow =0.44 cfs 0.034 of Outflow =0.44 cfs 0.034 of Inflow =3.77 cfs 0.290 of Outflow =3.77 cfs 0.290 of Inflow =15.52 cfs 2.661 of Outflow =15.52 cfs 2.661 of 0195- Post - Development- 2 -8 -12 -Final Prepared by Sage Engineering & Contracting, Inc. HvdroCADO 8.00 s/n 004245 © 2006 HvdroCAD Software Reach 12R: Analysis Point L -3 Type/// 24 -hr 10 -Year Rainfall= 4.30" Page 31 Inflow =0.33 cfs 0.025 of Outflow =0.33 cfs 0.025 of Reach 16R: EX. 24" HDPE DMH -2 to Pond Avg. Depth =1.00' Max Vet =9.88 fps Inflow =15.53 cfs 2.662 of D= 24.0" n =0.013 L =92.0' S=0.01887' Capacity =31.02 cfs Outflow =15.52 cfs 2.661 of Pond 1 P: Zoe Detention Basin Peak EIev= 508.77' Storage = 14,103 cf Inflow =8.94 cfs 1.185 of Outflow =6.11 cfs 1.134 of Pond 9P: Ex. Detention Pond Peak EIev= 494.17' Inflow =15.52 cfs 2.661 of Outflow =15.52 cfs 2.661 of Pond 12P: MC -4500 Chambers Peak EIev= 507.15' Storage =3,384 cf Inflow =5.91 cfs 0.519 of 15.0" x 29.0' Culvert Outflow =5.24 cfs 0.475 of Total Runoff Area = 19.981 ac Runoff Volume = 3.714 of Average Runoff Depth = 2.23" 73.70% Pervious Area = 14.727 ac 26.30% Impervious Area = 5.254 ac 0195 - Post - Development- 2 -8 -12 -Final Type 111 24 -hr 10 -Year Rainfall= 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 32 Subcatchment 2S: Post -Sub No. L -1 Runoff = 3.77 cfs @ 12.12 hrs, Volume= 0.290 af, Depth> 1.71" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 -Year Rainfall= 4.30" Area (sf) CN Description 30,291 70 Woods, Good, HSG C 58,230 74 >75% Grass cover, Good, HSG C 88,521 73 Weighted Average 88,521 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.8 100 0.0850 0.29 Sheet Flow, Grass: Short n= 0.150 P2= 2.90" 2.1 190 0.0480 1.53 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 7.9 290 Total Subcatchment 2S: Post -Sub No. L -1 Hydrograph 3- Runoff Type III 24 -hr 10 -Year Rainfall= 4.30" Runoff Area = 88,521 sf Runoff Volume =0.290 of Runoff Depth >1.71" Flow'Length =290' I LTc =7.9 min CN =73 5 67 8910 11 12 1314 151617 18 19 20 21 22 23 Time (hours) 0 2- .2 Type III 24 -hr 10 -Year Rainfall= 4.30" Runoff Area = 88,521 sf Runoff Volume =0.290 of Runoff Depth >1.71" Flow'Length =290' I LTc =7.9 min CN =73 5 67 8910 11 12 1314 151617 18 19 20 21 22 23 Time (hours) 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr 10 -Year Rainfall = 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 33 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 3S: Post- Sub No. 1 -A Runoff = 2.15 cfs @ 12.57 hrs, Volume= 0.309 af, Depth> 1.56" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 -Year Rainfall= 4.30" Area (sf) CN Description 88,132 70 Woods, Good, HSG C 14,152 74 >75% Grass cover, Good, HSG C 1,353 89 Gravel roads, HSG C 103,637 71 Weighted Average 103,637 Pervious Area Tc Length Description 18.0 100 0.0350 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 7.7 494 0.0455 1.07 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.4 702 0.0156 0.87 Shallow Concentrated Flow. 39.1 1,296 Total Subcatchment 3S: Post- Sub No. 1 -A Type III 24 -hr 10 -Year Rainfall= 4.30" Runoff Area= 103,637 sf Runoff Volume =0.309 of Runoff Depth >1.56" Flow Length= 1,296' - Tc =39.1 min CN =71 y 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) Runoff 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr 10 -Year Rainfall= 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 34 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 4S: Post -Sub No. 1 Runoff = 8.94 cfs @ 12.49 hrs, Volume= 1.185 af, Depth> 2.41" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 -Year Rainfall= 4.30" Area (sf) CN Descriotion 51,268 98 Roads and Sidewalks 28,695 98 Building 8,036 98 Detention Basin 1,838 89 Gravel roads, HSG C 119,575 74 >75% Grass cover, Good, HSG C 47.827 70 Woods. Good. HSG C 257,239 82 Weighted Average 169,240 Pervious Area 87,999 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.2 100 0.0300 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 11.4 613 0.0321 0.90 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.1 35 0.3300 4.02 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.5 58 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.9 743 0.0050 3.21 2.52 Circular Channel (pipe), Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 35.1 1,549 Total 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr 10 -Year Rainfall= 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 35 HvdroCAD(D 8.00 s/n 004245 © 2006 HvdroCAD Software Solutions LLC Subcatchment 4S: Post -Sub No. 1 Hydrograph 10- 9.9d cis ' Type III 24 -hr 10 -Year Rainfall =4.30" 7- '.. _ !Runoff Area = 257,239 sf Runoff Volume-1.185 of Runoff Depth >2.41 3 5- Flow- Length =1,549' 4 Tc =35.1 min 3 CN =82 2- o -. 3 4 5 6 7 5 5 10 11 12 13 14 15 16 17 10 19 20 21 22 23 Time (hours) Runoff 0195- Post - Development- 2 -8 -12 -Final Type 11/ 24 -hr 10 -Year Rainfall= 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 36 HydroCADO 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 5S: Post -Sub No. 3 -A Runoff = 0.44 cfs @ 12.12 hrs, Volume= 0.034 af, Depth> 1.79" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24-hr 10 -Year Rainfall= 4.30" Area (sf) CN Description 10,060 74 >75% Grass cover, Good, HSG C 10,060 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 100 0.0380 0.21 Sheet Flow, Grass: Short n=0.150 P2=2.90" 0.2 14 0.0380 1.36 Shallow Concentrated Flow, u 3 LL 8.2 0.18 0.18 0.14 0.12 0.1 114 Total Subcatchment 5S: Post -Sub No. 3 -A Hydrograph _.: ❑Runoff 0.44 ads I _._ Type III 24 -hr 10- Year _KunoiT Area =7_u,ubu_sT__ RunoffVolume =0.034 of Runoff Depth >1'.79" Flow ,Length 114' - Slope= 0.0380 '/' 0195- Post - Development- 2 -8 -12 -Final Prepared by Sage Engineering & Contracting, Inc. HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Softwarf Type/// 24-hr 10 -Year Rainfall= 4.30" Page 37 Subcatchment 6S: Post -Sub No. 2 -A Runoff = 3.44 cfs @ 12.17 hrs, Volume= 0.297 af, Depth> 1.94" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 -Year Rainfall= 4.30" Area (sf) CN Description 4,600 98 Ex. Driveway 2,800 98 Ex. House 63,780 74 >75% Grass cover, Good, HSG C 9,156 70 Woods, Good, HSG C 80,336 76 Weighted Average 72,936 Pervious Area 7,400 Impervious Area Tc Length Slope Velocity Capacity Description 9.2 100 0.0265 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.90" 2.9 199 0.0265 1.14 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 12.1 299 Total Subcatchment 6S: Post -Sub No. 2 -A 3- . N 2- 3 LL ', '. ❑Runoff Type III 24 -hr 10 -Year Rainfall =4.30 Runoff Area= 80,336 sf Runoff Volume =0.297 of Runoff',Depth >1.94" Flow'Length =299' Slope =0.0265'/' Tc =12.1 min. CN =76 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr 10 -Year Rainfall= 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 38 Subcatchment 7S: Post -Sub No L -2A Runoff = 2.16 cfs @ 12.10 hrs, Volume= 0.168 af, Depth> 3.37" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 -Year Rainfall= 4.30" Area (sf) CN Description 5,475 98 Building Addition 13,953 98 Paved parking & roofs 6,670 74 >75% Grass cover, Good, HSG C 26,098 92 Weighted Average 6,670 0.13 Pervious Area 19,428 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 35 0.0214 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.90" 1.6 65 0.0050 0.69 Sheet Flow, Smooth surfaces n=0.011 P2=2.90" 1.5 133 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fos u 3 LL 7.4 233 Total Subcatchment 7S: Post -Sub No L -2A Hydrograph 2.16 cfs Type III 24 -hr 10 -Year Rainfall= 4.30" Runoff Area= 26,098 sf Runoff Volume =0.168 of Runoff''Depth >3.3T' Flow,Length =233' Tc =7.4 min CN =92 3 4 5 6 7 6 9 10 11 12 13 14 Time (hours) O Runoff 0195 - Post - Development- 2 -8 -12 -Final Type/// 24 -hr 10 -Year Rainfall = 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 39 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 8S: Post -Sub No L -3A Runoff = 0.33 cfs @ 12.12 hrs, Volume= 0.025 af, Depth> 1.79" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 -Year Rainfall= 4.30" Area (so CN Description 450 70 Woods, Good, HSG C 7,005 74 >75% Grass cover, Good, HSG C 7,455 74 Weighted Average 7,455 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 100 0.0780 0.28 Sheet Flow, Grass: Short n= 0.150 P2= 2.90" V 3 O LL 1.9 199 0.0618 1.74 7.9 299 Total Shallow Concentrated Flow, Short Grass Pasture Kv= 7.( Subcatchment 8S: Post -Sub No L -3A Hydrograph Time (hours) Runoff 0195 - Post - Development- 2 -8 -12 -Final Type Ill 24 -hr 10 -Year Rainfall= 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 40 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 13S: Post -Sub No. L -2 Runoff = 9.35 cfs @ 12.33 hrs, Volume= 1.053 af, Depth> 2.59" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 -Year Rainfall= 4.30" Area (sf) CN Description 37,659 98 Building 5,794 98 Building Addition 53,131 98 Paved parking & roofs 25,051 70 Woods, Good, HSG C 90,866 74 >75% Grass cover, Good HSG C 212,501 84 Weighted Average 115,917 Short Grass Pasture Kv= 7.0 fps Pervious Area 96,584 0.0119 Impervious Area Tc Length Slope Velocity Capacity Description 15.5 100 0.0515 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 6.7 475 0.0284 1.18 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.3 167 0.0119 2.21 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.7 408 0.0235 9.11 16.10 Circular Channel (pipe), Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Corruqated PE, smooth interior 24.2 1,150 Total 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr 10 -Year Rainfall = 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 41 Subcatchment 13S: Post -Sub No. L -2 Hydrograph 10- _ ❑ Runoff 9- Type 11124 -hr 10 -Year Rainfall= 4.30 Runoff Area = 212,501 sf _ Runoff Volume =1.053 of Runoff,Depth >2.59 3 6- - Flow Length= 1,150' Tc =24.2 min 3 = CN =84 2- 1- 0- 3 10 11 12 13 14 16 16 17 18 19 20 21 22 23 Time (hours) 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr 10 -Year Rainfall = 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 42 HydroCAD® 8.00 s/n 004245 @ 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 14S: Post -Sub No L -3 Runoff = 4.06 cfs @ 12.17 hrs, Volume= 0.351 af, Depth> 2.17' Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 -Year Rainfall= 4.30" Area (sf) CN Description 5,719 70 Woods, Good, HSG C 17,467 98 Paved parking & roofs 61,349 74 >75% Grass cover, Good, HSG C 84,535 79 Weighted Average 67,068 Pervious Area 17,467 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 100 0.0300 0.19 Sheet Flow, Grass: Short n=0.150 P2=2.90" 1.2 151 0.0930 2.13 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.3 201 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fos 12.3 452 Total u 3 LL Subcatchment 14S: Post -Sub No L -3 Type III 24 -hr 10 -Year Rainfall= 4.30" Runoff Area= 84,535 sf Runoff Volume =0.351 of Runoff'Depth >2.17" Flow Length =452' Tc =12.3 min CN =79 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) Runoff 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr 10 -Year Rainfall= 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 43 HydrOCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Reach 2R: Overall Analysis Point- Existing Beaver Brook Drainage Outfall Inflow Area = 19.981 ac, Inflow Depth > 2.17" for 10 -Year event Inflow = 21.86 cfs @ 12.29 hrs, Volume= 3.618 of Outflow = 21.86 cfs @ 12.29 hrs, Volume= 3.618 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs N Y 3 0 LL Reach 2R: Overall Analysis Point- Existing Beaver Brook Drainage Outfall Hydrograph Time (hours) Fff IMow Out9ow 0195 - Post - Development- 2 -8 -12 -Final Type/// 24 -hr 10 -Year Rainfall= 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 44 Reach 7R: Analysis Point No. 1 Inflow Area = 2.379 ac, Inflow Depth > 1.56" for 10 -Year event Inflow = 2.15 cfs @ 12.57 hrs, Volume= 0.309 of Outflow = 2.15 cfs @ 12.57 hrs, Volume= 0.309 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs N V O LL Reach 7R: Analysis Point No. 1 Hydrograph Time (hours) FEI Inflow Outliaw 0195 - Post - Development- 2 -8 -12 -Final Type 111 24 -hr 10 -Year Rainfall= 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 45 u.,a...l AMn c nn ..i.. nnnnAM �F nnnc U.,A .rnn Reach 8R: Analysis Point No. 2 Inflow Area = 1.844 ac, Inflow Depth > 1.94" for 10 -Year event Inflow = 3.44 cfs @ 12.17 hrs, Volume= 0.297 of Outflow = 3.44 cfs @ 12.17 hrs, Volume= 0.297 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Reach 8R: Analysis Point No. 2 0195 - Post - Development- 2 -8 -12 -Final Type/// 24 -hr 10 -Year Rainfall= 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 46 HydrOCADO 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Reach 9R: Analysis Point No. 3 Inflow Area = 0.231 ac, Inflow Depth > 1.79" for 10 -Year event Inflow = 0.44 cfs @ 12.12 hrs, Volume= 0.034 of Outflow = 0.44 cfs @ 12.12 hrs, Volume= 0.034 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs N U 3 O LL Reach 9R: Analysis Point No. 3 Hydrograph Time (hours) Inflow 1.2 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr 10 -Year Rainfall= 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 47 Reach 10R: Analysis Point L -1 Inflow Area = 2.032 ac, Inflow Depth > 1.71" for 10 -Year event Inflow = 3.77 cfs @ 12.12 hrs, Volume= 0.290 of Outflow = 3.77 cfs @ 12.12 hrs, Volume= 0.290 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Reach 1OR: Analysis Point L -1 Hydrograph N U 3 O LL inns E Inflow Outflow 0195 - Post - Development- 2 -8 -12 -Final Type/// 24 -hr 10 -Year Rainfall= 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 48 Reach 11 R: Analysis Point L -2 Inflow Area = 13.324 ac, Inflow Depth > 2.40" for 10 -Ye2r event Inflow = 15.52 cfs @ 12.34 hrs, Volume= 2.661 of Outflow = 15.52 cfs @ 12.34 hrs, Volume= 2.661 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Reach 11 R: Analysis Point L -2 Hydrograph 17:. , ,. ',, 15: 16 F-15.52 d 14$ 13- 12- 11- ... 10 N 0 8- LL 7- Y y5 'w- 5- 4_. 3- 2- 1= 3 4 5 6 7 8 9 10 11 Time (hours) .. ,5...6.. 7...,8... ,9. 0195 - Post - Development- 2 -8 -12 -Final Type/// 24 -hr 10 -Year Rainfall= 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 49 Reach 12R: Analysis Point L -3 Inflow Area = 0.171 ac, Inflow Depth > 1.79" for 10 -Year event Inflow = 0.33 cfs @ 12.12 hrs, Volume= 0.025 of Outflow = 0.33 cfs @ 12.12 hrs, Volume= 0.025 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Reach 12R: Analysis Point L -3 Time (houm) 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr 10 -Year Rainfall= 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 50 Reach 16R: EX. 24" HDPE DMH -2 to Pond Inflow Area = 13.324 ac, Inflow Depth > 2.40" for 10 -Year event Inflow = 15.53 cfs @ 12.34 hrs, Volume= 2.662 of Outflow = 15.52 cfs @ 12.34 hrs, Volume= 2.661 af, Atten= 0 %, Lag= 0.3 min Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Max. Velocity= 9.88 fps, Min. Travel Time= 0.2 min Avg. Velocity = 4.67 fps, Avg. Travel Time= 0.3 min Peak Storage= 145 cf @ 12.34 hrs, Average Depth at Peak Storage= 1.00' Bank -Full Depth= 2.00', Capacity at Bank -Full= 31.02 cfs 24.0" Diameter Pipe, n= 0.013 Length = 92.0' Slope= 0.0188 '/' Inlet Invert= 498.12'. Outlet Invert= 496.39' Reach 16R: EX. 24" HDPE DMH -2 to Pond Hydrograph EI 10.- Oudlow E 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) C 144 13: 12- 11 -' '.. 10- x 3 0 6' LL 6- 5 4- ..... ,.. 34 .. '.. E 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) 0195 - Post - Development- 2 -8 -12 -Final Type 111 24 -hr 10 -Year Rainfall = 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 51 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Pond 1P: Zoe Detention Basin Inflow Area = 5.905 ac, Inflow Depth > 2.41" for 10 -Year event Inflow = 8.94 cfs @ 12.49 hrs, Volume= 1.185 of Outflow = 6.11 cfs @ 12.80 hrs, Volume= 1.134 af, Atten= 32 %, Lag= 18.6 min Primary = 6.11 cfs @ 12.80 hrs, Volume= 1.134 of Routing by Stor -Ind method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Peak Elev= 508.77' @ 12.80 hrs Surf.Area= 7,343 sf Storage= 14,103 cf Plug -Flow detention time = 76.0 min calculated for 1.131 of (95% of inflow) Center -of -Mass det. time= 55.1 min ( 892.0 - 836.9) Volume Invert Avail.Storage Storage Description #1 505.00' 28,931 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 505.00 0 0 0 506.00 500 250 250 507.00 5,131 2,816 3,066 508.00 6,365 5,748 8,814 509.00 7,632 6,999 15,812 510.00 8,957 8,295 24,107 510.50 10,339 4,824 28,931 Device Routing Invert Outlet Devices #1 Primary 506.00' 4.0" Vert. Orifice /Grate C= 0.600 #2 Primary 506.85' 45.0 deg x 3.50' rise Sharp- Crested Vee/Trap Weir C= 2.56 #3 Device 2 506.00' 24.0" x 264.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert= 498.75' S= 0.02757' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max =6.10 cfs @ 12.80 hrs HW= 508.77' (Free Discharge) 1= Orifice /Grate (Orifice Controls 0.68 cfs @ 7.77 fps) t 2= Sharp- Crested Vee/Trap Weir (Weir Controls 5.43 cfs @ 3.55 fps) L3= Culvert (Passes 5.43 cfs of 15.97 cfs potential flow) 0195 - Post - Development- 2 -8 -12 -Final Type/// 24 -hr 10 -Year Rainfall= 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 52 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 N U 3 O LL Pond 1P: Zoe Detention Basin Hydrograph Time (hours) FEJ Inflow Primary 0195 - Post - Development- 2 -8 -12 -Final Type/// 24 -hr 10 -Year Rainfall = 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 53 HydroCADO 8.00 s/n 004245 @ 2006 HydroCAD Software Solutions LLC 2/20/2012 Pond 9P: Ex. Detention Pond Inflow Area = 13.324 ac, Inflow Depth > 2.40" for 10 -Year event Inflow = 15.52 cfs @ 12.34 hrs, Volume= 2.661 of Outflow = 15.52 cfs @ 12.34 hrs, Volume= 2.661 af, Atten= 0 %, Lag= 0.0 min Primary = 15.52 cfs @ 12.34 hrs, Volume= 2.661 of Routing by Stor -Ind method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Peak Elev= 494.17'@ 12.34 hrs Flood Elev= 496.10' Device Routing Invert Outlet Devices #1 Primary 493.00' 24.0" Vert. Orifice /Grate C= 0.600 #2 Primary 492.75' 24.0" x 502.0' long Culvert CPP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 469.80' S= 0.0457? Cc= 0.900 n= 0.013 #3 Device 1 492.50' 24.0" x 31.0' long OUTLET STRUCTURE TO DMH O.S. #1 CPP, square edge headwall, Ke= 0.500 Outlet Invert= 490.31' S=0.0706'/' Cc= 0.900 n=0.013 #4 Device 3 490.31' 24.0" x 233.0' long DMH O.S. #1 TO DMH O.S. #2 CPP, square edge headwall, Ke= 0.500 Outlet Invert= 480.00' S=0.0442'/' Cc= 0.900 n=0.013 #5 Device 4 480.00' 24.0" x 272.0' long DMH O.S. #2 TO END CPP, square edge headwall, Ke= 0.500 Outlet Invert= 469.68' S=0.0379'/' Cc= 0.900 n=0.013 Primary OutFlow Max =15.49 cfs @ 12.34 hrs HW= 494.17' (Free Discharge) 1= Orifice /Grate (Orifice Controls 6.99 cfs @ 3.68 fps) L -OUTLET STRUCTURE TO DMH O.S. #1 (Passes 6.99 cfs of 12.29 cfs potential flow) =DMH O.S. #1 TO DMH O.S. #2 (Passes 6.99 cfs of 12.97 cfs potential flow) 1 --- 5 =DMH O.S. #2 TO END (Passes 6.99 cfs of 12.31 cfs potential flow) 2= Culvert (Inlet Controls 8.50 cfs @ 3.57 fps) 0195 - Post - Development- 2 -8 -12 -Final Type/// 24 -hr 10 -Year Rainfall= 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 54 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Pond 9P: Ex. Detention Pond 0195 - Post - Development- 2 -8 -12 -Final Type 111 24 -hr 10 -Year Rainfall= 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 55 Routing by Stor -Ind method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Peak Elev= 507.15' @ 12.22 hrs Surf.Area= 0 sf Storage= 3,384 cf Plug -Flow detention time= 64.1 min calculated for 0.475 of (91 % of inflow) Center -of -Mass det. time= 25.3 min ( 837.4 - 812.2) Volume Invert Avail.Storage Storage Description #1 503.92' 5,923 cf StormTech MC -4500 Listed below Elevation Cum.Store (feet) (cubic -feet) 503.92 0 503.98 49 504.32 247 504.73 547 505.15 1,055 505.57 1,557 505.98 2,052 506.40 2,538 506.82 3,012 507.23 3,472 507.65 3,917 508.07 4,341 508.48 4,740 508.90 5,107 509.32 5,418 509.73 5,676 510.15 5,923 Device Routing Invert Outlet Devices #1 Primary 505.74' 15.0" x 29.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert= 504.35' S= 0.0479T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max =5.20 cfs @ 12.22 hrs HW= 507.14' (Free Discharge) t-1= Culvert (Inlet Controls 5.20 cfs @ 4.23 fps) Pond 12P: MC -4500 Chambers Inflow Area = 2.540 ac, Inflow Depth > 2.45" for 10 -Year event Inflow = 5.91 cfs @ 12.15 hrs, Volume= 0.519 of Outflow = 5.24 cfs @ 12.22 hrs, Volume= 0.475 af, Atten= 11 %, Lag = 4.1 min Primary = 5.24 cfs @ 12.22 hrs, Volume= 0.475 of Routing by Stor -Ind method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Peak Elev= 507.15' @ 12.22 hrs Surf.Area= 0 sf Storage= 3,384 cf Plug -Flow detention time= 64.1 min calculated for 0.475 of (91 % of inflow) Center -of -Mass det. time= 25.3 min ( 837.4 - 812.2) Volume Invert Avail.Storage Storage Description #1 503.92' 5,923 cf StormTech MC -4500 Listed below Elevation Cum.Store (feet) (cubic -feet) 503.92 0 503.98 49 504.32 247 504.73 547 505.15 1,055 505.57 1,557 505.98 2,052 506.40 2,538 506.82 3,012 507.23 3,472 507.65 3,917 508.07 4,341 508.48 4,740 508.90 5,107 509.32 5,418 509.73 5,676 510.15 5,923 Device Routing Invert Outlet Devices #1 Primary 505.74' 15.0" x 29.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert= 504.35' S= 0.0479T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max =5.20 cfs @ 12.22 hrs HW= 507.14' (Free Discharge) t-1= Culvert (Inlet Controls 5.20 cfs @ 4.23 fps) 0195- Post - Development- 2 -8 -12 -Final Type/// 24 -hr 10 -Year Rainfall= 4.30" Prepared by Sage Engineering & Contracting, Inc. Page 56 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Pond 12P: MC -4500 Chambers Hydrograph 3 4 5 6 7 8 9 10 11 12 13 14 Time (hours) 5- . 4_ , N 3 a 3_ ." 2- Hydrograph 3 4 5 6 7 8 9 10 11 12 13 14 Time (hours) 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr 25 -Year Rainfall=5. 10 " Prepared by Sage Engineering & Contracting, Inc. Page 57 Time span= 3.00 -23.00 hrs, dt =0.05 hrs, 401 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method Subcatchment 2S: Post -Sub No. L -1 Runoff Area = 88,521 sf Runoff Depth >2.32" Flow Length =290' Tc =7.9 min CN =73 Runoff--5.16 cfs 0.393 of Subcatchment 3S: Post - Sub No. 1 -A Runoff Area= 103,637 sf Runoff Depth >2.13" Flow Length = 1,296' Tc =39.1 min CN =71 Runoff =3.00 cfs 0.423 of Subcatchment 4S: Post -Sub No. 1 Runoff Area = 257,239 sf Runoff Depth >3.10" Flow Length= 1,549' Tc =35.1 min CN =82 Runoff--1 1.49 cfs 1.527 of Subcatchment 5S: Post -Sub No. 3 -A Runoff Area = 10,060 sf Runoff Depth >2.40" Flow Length =114' Slope= 0.0380'/' Tc =8.2 min CN =74 Runoff--0.60 cfs 0.046 of Subcatchment 6S: Post-Sub No. 2 -A Runoff Area = 80,336 sf Runoff Depth >2.57" Flow Length =299' Slope= 0.0265'1' Tc =12.1 min CN =76 Runoff--4.60 cfs 0.395 of Subcatchment 7S: Post -Sub No L -2A Runoff Area = 26,098 sf Runoff Depth >4.14" Flow Length =233' Tc =7.4 min CN =92 Runoff--2.63 cfs 0.207 of Subcatchment 8S: Post -Sub No L -3A Runoff Area =7,455 sf Runoff Depth >2.40" Flow Length =299' Tc =7.9 min CN =74 Runoff =0.45 cfs 0.034 of Subcatchment 13S: Post -Sub No. L -2 Runoff Area = 212,501 sf Runoff Depth >3.30" Flow Length= 1,150' Tc =24.2 min CN =84 Runoff =11.87 cfs 1.343 of Subcatchment 14S: Post -Sub No L -3 Runoff Area = 84,535 sf Runoff Depth >2.84" Flow Length =452' Tc =12.3 min CN =79 Runoff--5.32 cfs 0.459 of Reach 2R: Overall Analysis Point- Existing Beaver Brook Drainage Outfall Inflow =29.26 cfs 4.717 of Outflow =29.26 cfs 4.717 of Reach 7R: Analysis Point No. 1 Reach 8R: Analysis Point No. 2 Reach 9R: Analysis Point No. 3 Reach 10R: Analysis Point L -1 Reach 11 R: Analysis Point L -2 Inflow =3.00 cfs 0.423 of Outflow =3.00 cfs 0.423 of Inflow =4.60 cfs 0.395 of Outflow =4.60 cfs 0.395 of Inflow =0.60 cfs 0.046 of Outflow =0.60 cfs 0.046 of Inflow =5.16 cfs 0.393 of Outflow =5.16 cfs 0.393 of Inflow =20.91 cfs 3.425 of Outflow =20.91 cfs 3.425 of 0195 - Post - Development- 2 -8 -12 -Final Type/// 24 -hr 25 -Year Rainfall = 5.10" Prepared by Sage Engineering & Contracting, Inc. Page 58 Reach 12R: Analysis Point L -3 Inflow =0.45 cfs 0.034 of Outflow =0.45 cfs 0.034 of Reach 16R: EX. 24" HDPE DMH -2 to Pond Avg. Depth =1.20' Max Vet =10.60 fps Inflow =20.92 cfs 3.425 of D= 24.0" n =0.013 L =92.0' 5= 0.0188 T Capacity =31.02 cfs Outflow =20.91 cfs 3.425 of Pond 1P: Zoe Detention Basin Peak EIev= 509.09' Storage= 16,484 cf Inflow =11.49 cfs 1.527 of Outflow =8.66 cfs 1.461 of Pond 9P: Ex. Detention Pond Peak EIev= 494.44' Inflow =20.91 cfs 3.425 of Outflow =20.91 cfs 3.425 of Pond 12P: MC -4500 Chambers Peak EIev= 507.59' Storage =3,854 cf Inflow =7.56 cfs 0.666 of 15.0" x 29.0' Culvert Outflow =6.54 cfs 0.621 of Total Runoff Area = 19.981 ac Runoff Volume = 4.828 of Average Runoff Depth = 2.90" 73.70% Pervious Area = 14.727 ac 26.30% Impervious Area = 5.254 ac 0195 - Post - Development- 2 -8 -12 -Final Type H/ 24 -hr 25 -Year Rainfall=5. 10 " Prepared by Sage Engineering & Contracting, Inc. Page 59 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 2S: Post -Sub No. L -1 Runoff = 5.16 cfs @ 12.12 hrs, Volume= 0.393 af, Depth> 2.32" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 25 -Year Rainfall = 5.10" Area (sf) CN Description 30,291 70 Woods, Good, HSG C 58,230 74 >75% Grass cover, Good, HSG C 88,521 73 Weighted Average 88,521 Pervious Area Tc Length Description 5.8 100 0.0850 0.29 Sheet Flow, Grass: Short n=0.150 P2=2.90" 2.1 190 0.0480 1.53 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 7.9 290 Total Subcatchment 2S: Post -Sub No. L -1 Hydrograph '. '.. '. ❑Runoff Type III 24 -hr 25 -Year Rainfall= 5.10" Runoff Area 88,521 sf Runoff Volume =0.393 of Runoff;Depth >2.32" 'Flow;Length =290' Tc =7.9 -min CN =73 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 28 Time (hours) 0195 -Post- Development- 2 -8 -12 -Final Type 11124 -hr 25 -Year Rainfall = 5.10" Prepared by Sage Engineering & Contracting, Inc. Page 60 Subcatchment 3S: Post- Sub No. 1 -A Runoff = 3.00 cfs @ 12.56 hrs, Volume= 0.423 af, Depth> 2.13" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 25 -Year Rainfall = 5.10" Area (sfl CN Descriotion 88,132 70 Woods, Good, HSG C 14,152 74 >75% Grass cover, Good, HSG C 1,353 89 Gravel roads, HSG C 103,637 71 Weighted Average 103,637 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.0 100 0.0350 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 7.7 494 0.0455 1.07 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.4 702 0.0156 0.87 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 39.1 1,296 Total Subcatchment 3S: Post- Sub No. 1 -A Hydrograph 3 4 5 6 7 6 9 10 11 12 13 14 Time (hours) ype III 24 -hr 25 -Year Rainfall= 5.10" toff Area = 103,637 sf off Volume =0.423 of Runoff Depth >2.13" Flow Length= 1,296' Tc =39.1 min CN =71 Runoff 3- 2- N LL 3 4 5 6 7 6 9 10 11 12 13 14 Time (hours) ype III 24 -hr 25 -Year Rainfall= 5.10" toff Area = 103,637 sf off Volume =0.423 of Runoff Depth >2.13" Flow Length= 1,296' Tc =39.1 min CN =71 Runoff 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr 25 -Year Rainfali =5.10" Prepared by Sage Engineering & Contracting, Inc. Page 61 LLC Subcatchment 4S: Post -Sub No. 1 Runoff = 11.49 cfs @ 12.48 hrs, Volume= 1.527 af, Depth> 3.10" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 25 -Year Rainfall = 5.10" Area (sf) CN Description 51,268 98 Roads and Sidewalks 28,695 98 Building 8,036 98 Detention Basin 1,838 89 Gravel roads, HSG C 119,575 74 >75% Grass cover, Good, HSG C 47.827 70 Woods. Good. HSG C 257,239 82 Weighted Average 169,240 Pervious Area 87,999 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.2 100 0.0300 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 11.4 613 0.0321 0.90 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.1 35 0.3300 4.02 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.5 58 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.9 743 0.0050 3.21 2.52 Circular Channel (pipe), Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 35.1 1,549 Total 0195 - Post - Development- 2 -8 -12 -Final Type /it 24 -hr 25 -Year Rainfall=5. 10 " Prepared by Sage Engineering & Contracting, Inc. Page 62 N U 3 O LL Subcatchment 4S: Post -Sub No. 1 Hydrograph Time (hours) Runoff 0195 - Post - Development- 2 -8 -12 -Final Type Ill 24 -hr 25 -Year Rainfall = 5.10" Prepared by Sage Engineering & Contracting, Inc. Page 63 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2120/2012 Subcatchment 5S: Post -Sub No. 3 -A Runoff = 0.60 cfs @ 12.12 hrs, Volume= 0.046 af, Depth> 2.40" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 25 -Year Rainfall = 5.10" Area (so CN Description 10,060 74 >75% Grass cover, Good HSG C 10,060 Pervious Area Tc Length Description 8.0 100 0.0380 0.21 Sheet Flow, Grass: Short n=0.150 P2=2.90" 0.2 14 0.0380 1.36 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fns 8.2 114 Total Subcatchment 5S: Post -Sub No. 3 -A Hydrograph 3 4 5 6 7 6 9 10 11 12 13 14 Time (hours) Type III 24 -hr 25 -Year Rainfall = 5.10 " - RunoffArea= 10,060 sf Runoff Volume =0.046 of r<unuu ueNu1'c.'+u Flow 'Length =114' 5lope= 0.0380 ' /'_ Tc =8.2 min CN =74 Runoff 0195 - Post - Development- 2 -8 -12 -Final Type /// 24 -hr 25 -Year Rainfall= 5.10" Prepared by Sage Engineering & Contracting, Inc. Page 64 Subcatchment 6S: Post -Sub No. 2 -A Runoff = 4.60 cfs @ 12.17 hrs, Volume= 0.395 af, Depth> 2.57" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 25 -Year Rainfall = 5.10" Area (sf) CN Description 4,600 98 Ex. Driveway 2,800 98 Ex. House 63,780 74 >75% Grass cover, Good, HSG C 9,156 70 Woods, Good, HSG C 80,336 76 Weighted Average 72,936 Pervious Area 7,400 Grass: Short n= 0.150 P2= 2.90" Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 100 0.0265 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.90" 2.9 199 0.0265 1.14 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.Ofos 12.1 299 Total 3 LL Subcatchment 6S: Post -Sub No. 2 -A Type III 24 -hr 25 -Year Rainfall-5.10" Runoff Area= 80,336 sf - Runoff Volume= 0.395 of Runoff ',Depth >2.57" _Flow',Length =299'_ Slope =0.0265 '/' Tc =12.1 min CN =76 1 12 13 14 Time (hours) 19 20 21 22 23 Runoff 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr 25 -Year Rainfall=5. 10 " Prepared by Sage Engineering & Contracting, Inc. Page 65 u..a...r n nno o nn -i- nnen e= r� nnnc u...i._rnn c,.u....... o_i..a:___ i n ninn,nneI Subcatchment 7S: Post -Sub No L -2A Runoff = 2.63 cfs @ 12.10 hrs, Volume= 0.207 af, Depth> 4.14" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 25 -Year Rainfall = 5.10" Area (sf) CN Description 5,475 98 Building Addition 13,953 98 Paved parking & roofs 6,670 74 >75% Grass cover, Good, HSG C 26,098 92 Weighted Average 6,670 Pervious Area 19,428 Impervious Area 3 LL Tc Length Slope iin) (feet) (ft/ft) 4.3 35 0.0214 1.6 65 0.0050 1.5 133 0.0050 7.4 233 Total Description 0.13 Sheet Flow, Grass: Short n=0.150 P2=2.90" 0.69 Sheet Flow, Smooth surfaces n=0.011 P2=2.90" 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps Subcatchment 7S: Post -Sub No L -2A Hydrograph Type III 24 -hr 25 -Year Rainfall= 5.10" Runoff Area =26,098 sf Runoff Volume =0.207 of Runoff Depth >4.14" Flow;Length =233' Tc =7.4 min CN =92 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) Runoff 0195 - Post - Development- 2 -8 -12 -Final Type 111 24 -hr 25 -Year Rainfall = 5.10" Prepared by Sage Engineering & Contracting, Inc. Page 66 HydroCAD® 8.00 s/n 004245 @ 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 8S: Post -Sub No L -3A Runoff = 0.45 cfs @ 12.12 hrs, Volume= 0.034 af, Depth> 2.40" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 25 -Year Rainfall = 5.10" Area (sf) CN Description 450 70 Woods, Good, HSG C 7,005 74 >75% Grass cover, Good HSG C 7,455 74 Weighted Average 7,455 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 100 0.0780 0.28 Sheet Flow, Grass: Short n=0.150 P2=2.90" 1.9 199 0.0618 1.74 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps N U 7.9 299 Total Subcatchment 8S: Post -Sub No L -3A Hydrograph Time (houm) Runoff 0195- Post - Development- 2 -8 -12 -Final Type 111 24 -hr 25 -Year Rainfall = 5.10" Prepared by Sage Engineering & Contracting, Inc. Page 67 Subcatchment 13S: Post -Sub No. L -2 Runoff = 11.87 cfs @ 12.33 hrs, Volume= 1.343 af, Depth> 3.30" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 25 -Year Rainfall = 5.10" Area (sf) CN 37,659 98 Building 5,794 98 Building Addition 53,131 98 Paved parking & roofs 25,051 70 Woods, Good, HSG C 90,866 74 >75% Grass cover, Good, HSG C 212,501 84 Weighted Average 115,917 Woods: Light underbrush n= 0.400 P2= 2.90" Pervious Area 96,584 0.0284 Impervious Area Tc Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (fUsec) (cfs) 15.5 100 0.0515 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 6.7 475 0.0284 1.18 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.3 167 0.0119 2.21 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.7 408 0.0235 9.11 16.10 Circular Channel (pipe), Diam= 18.0" Area= 1.8 sf Perim= 4.7' r- 0.38' n= 0.013 Corrugated PE, smooth interior 24.2 1,150 Total 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr 25 -Year Rainfall= 5.10" Prepared by Sage Engineering & Contracting, Inc. Page 68 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 13S: Post -Sub No. L -2 Hydrograph 13: O Runoff 12 '... Type III -24 -hr 25 -Year 11- Rainfall= 5.10" 10- 9- = Runoff Area= 212,501 sf Runoff Volume-1.343 of Runoff Depth >3.30" 0 6 Flow Length = 1,150' 5' = iTc= 24.2. min 4 CN =84 2- 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Time (hours) 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr 25 -Year Rainfall=5. 10 " Prepared by Sage Engineering & Contracting, Inc. Page 69 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 14S: Post -Sub No L -3 Runoff = 5.32 cfs @ 12.17 hrs, Volume= 0.459 af, Depth> 2.84" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24-hr 25 -Year Rainfall = 5.10" Area (sf) CN Description 5,719 70 Woods, Good, HSG C 17,467 98 Paved parking & roofs 61,349 74 >75% Grass cover, Good HSG C 84,535 79 Weighted Average 67,068 Pervious Area 17,467 Impervious Area Tc Length Slope Velocity Capacity Description inl (feet) (ff /ft) (ft /sec) (cfsl 8.8 100 0.0300 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 2.90" 1.2 151 0.0930 2.13 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.3 201 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fos 12.3 452 Total 3 LL Subcatchment 14S: Post -Sub No L -3 Hydrograph Rainfall= 5.10" Runoff-Area= 84535 sf- Runoff Volume =0.459 of Runoff,Depth >2.84" Flow'Length =452' Tc= 12.3 -min CN =79 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Time (hours) Runoff 0195 - Post - Development- 2 -8 -12 -Final Type Ill 24 -hr 25 -Year Rainfall = 5.10" Prepared by Sage Engineering & Contracting, Inc. Page 70 HydroCADO 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Reach 2R: Overall Analysis Point- Existing Beaver Brook Drainage Outfall Inflow Area = 19.981 ac, Inflow Depth > 2.83" for 25 -Year event Inflow = 29.26 cfs @ 12.31 hrs, Volume= 4.717 of Outflow = 29.26 cfs @ 12.31 hrs, Volume= 4.717 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs N V 3 O LL Reach 2R: Overall Analysis Point- Existing Beaver Brook Drainage Outfall Hydrograph Time (hours) Inflow p Outflow 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr 25 -Year Rainfall = 5.10" Prepared by Sage Engineering & Contracting, Inc. Page 71 HydroCADO 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Reach 7R: Analysis Point No. 1 Inflow Area = 2.379 ac, Inflow Depth > 2.13" for 25 -Year event Inflow = 3.00 cfs @ 12.56 hrs, Volume= 0.423 of Outflow = 3.00 cfs @ 12.56 hrs, Volume= 0.423 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs N U 3 O LL Reach 7R: Analysis Point No. 1 Hydrograph Time (hours) Inflow Outflow 0195- Post - Development- 2 -8 -12 -Final Type 11124 -hr 25 -Year Rainfall=5. 10 " Prepared by Sage Engineering & Contracting, Inc. Page 72 HydroCADO 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Reach 8R: Analysis Point No. 2 Inflow Area = 1.844 ac, Inflow Depth > 2.57" for 25 -Year event Inflow = 4.60 cfs @ 12.17 hrs, Volume= 0.395 of Outflow = 4.60 cfs @ 12.17 hrs, Volume= 0.395 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs N U 3 O LL Reach 8R: Analysis Point No. 2 Hydrograph Time (hours) Inflow Outflow 0195 - Post - Development- 2 -8 -12 -Final Type/// 24 -hr 25 -Year Rainfall = 5.10" Prepared by Sage Engineering & Contracting, Inc. Page 73 HydroCAD® 8.00 s/n 004245 @ 2006 HydroCAD Software Solutions LLC 2/20/2012 Reach 9R: Analysis Point No. 3 Inflow Area = 0.231 ac, Inflow Depth > 2.40" for 25 -Year event Inflow = 0.60 cfs @ 12.12 hrs, Volume= 0.046 of Outflow = 0.60 cfs @ 12.12 hrs, Volume= 0.046 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Reach 9R: Analysis Point No. 3 -- i u - ❑Inflow 0.65- 60 U. ❑ Outflow Inflow Area =0.231 -ac 0.45 0.4- N 0.35 i o 0.3 L 025 ai -- i u 0195- Post - Development- 2 -8 -12 -Final Prepared by Sage Engineering & Contracting, Inc. HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Type Ill 24 -hr 25 -Year Rainfall = 5.10" Page 74 Reach 10R: Analysis Point L -1 Inflow Area = 2.032 ac, Inflow Depth > 2.32" for 25 -Year event Inflow = 5.16 cfs @ 12.12 hrs, Volume= 0.393 of Outflow = 5.16 cfs @ 12.12 hrs, Volume= 0.393 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs N V 3 O LL Reach 10R: Analysis Point L -1 Hydrograph Time (hours) Inflow OuMow 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr 25 -Year Rainfall = 5.10" Prepared by Sage Engineering & Contracting, Inc. Page 75 HydroCAD® 8.00 s/n 004245 @ 2006 HydroCAD Software Solutions LLC 2/20/2012 Reach 11 R: Analysis Point L -2 Inflow Area = 13.324 ac, Inflow Depth > 3.08" for 25 -Year event Inflow = 20.91 cfs @ 12.37 hrs, Volume= 3.425 of Outflow = 20.91 cfs @ 12.37 hrs, Volume= 3.425 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs N `u 3 0 LL Reach 11 R: Analysis Point L -2 Hydrograph Time (hours) FEI Inflow Outflow 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr 25 -Year Rainfall = 5.10" Prepared by Sage Engineering & Contracting, Inc. Page 76 HydroCADO 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Reach 12R: Analysis Point L -3 Inflow Area = 0.171 ac, Inflow Depth > 2.40" for 25 -Year event Inflow = 0.45 cfs @ 12.12 hrs, Volume= 0.034 of Outflow = 0.45 cfs @ 12.12 hrs, Volume= 0.034 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs N V 3 O LL Reach 12R: Analysis Point L -3 Hydrograph a 9 10 1 Time (houm) 0195 - Post - Development- 2 -8 -12 -Final Type 111 24 -hr 25 -Year Rainfall = 5.10" Prepared by Sage Engineering & Contracting, Inc. Page 77 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Reach 16R: EX. 24" HDPE DMH -2 to Pond Inflow Area = 13.324 ac, Inflow Depth > 3.09" for 25 -Year event Inflow = 20.92 cfs @ 12.36 hrs, Volume= 3.425 of Outflow = 20.91 cfs @ 12.37 hrs, Volume= 3.425 af, Atten= 0 %, Lag= 0.3 min Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Max. Velocity= 10.60 fps, Min. Travel Time= 0.1 min Avg. Velocity = 4.89 fps, Avg. Travel Time= 0.3 min Peak Storage= 182 cf @ 12.36 hrs, Average Depth at Peak Storage= 1.20' Bank -Full Depth= 2.00', Capacity at Bank -Full= 31.02 cfs 24.0" Diameter Pipe, n=0.013 Length= 92.0' Slope= 0.01887' Inlet Invert= 498.12', Outlet Invert= 496.39' N U 3 a LL Reach 16R: EX. 24" HDPE DMH -2 to Pond Hydrograph Time (hours) 0 Inflow Outflow 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr 25 -Year Rainfall=5. 10 " Prepared by Sage Engineering & Contracting, Inc. Page 78 HydroCADO 8.00 s/n 004245 @ 2006 HydroCAD Software Solutions LLC 2/2012012 Routing by Stor -Ind method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Peak Elev= 509.09' @ 12.74 hrs Surf.Area= 7,748 sf Storage= 16,484 cf Plug -Flow detention time= 68.0 min calculated for 1.461 of (96% of inflow) Center -of -Mass det. time= 46.7 min ( 876.9 - 830.2 ) Volume Invert Avail.Storage Storage Description Pond 1 P: Zoe Detention Basin Inflow Area = 5.905 ac, Inflow Depth > 3.10" for 25 -Year event Inflow = 11.49 cfs @ 12.48 hrs, Volume= 1.527 of Outflow = 8.66 cfs @ 12.74 hrs, Volume= 1.461 af, Atten= 25 %, Lag= 15.5 min Primary = 8.66 cfs @ 12.74 hrs, Volume= 1.461 of Routing by Stor -Ind method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Peak Elev= 509.09' @ 12.74 hrs Surf.Area= 7,748 sf Storage= 16,484 cf Plug -Flow detention time= 68.0 min calculated for 1.461 of (96% of inflow) Center -of -Mass det. time= 46.7 min ( 876.9 - 830.2 ) Volume Invert Avail.Storage Storage Description #1 505.00' 28,931 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 505.00 0 0 0 506.00 500 250 250 507.00 5,131 2,816 3,066 508.00 6,365 5,748 8,814 509.00 7,632 6,999 15,812 510.00 8,957 8,295 24,107 510.50 10,339 4,824 28,931 Device Routing Invert Outlet Devices #1 Primary 506.00' 4.0" Vert. Orifice /Grate C= 0.600 #2 Primary 506.85' 45.0 deg x 3.50' rise Sharp- Crested Vee/Trap Weir C= 2.56 #3 Device 2 506.00' 24.0" x 264.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert= 498.75' S= 0.0275 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max =8.64 cfs @ 12.74 hrs HW= 509.09' (Free Discharge) L1= Orifice /Grate (Orifice Controls 0.72 cfs @ 8.23 fps) 2= Sharp- Crested Vee/Trap Weir (Weir Controls 7.93 cfs @ 3.83 fps) L3= Culvert (Passes 7.93 cfs of 17.22 cfs potential flow) 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr 25 -Year Rainfall = 5.10" Prepared by Sage Engineering & Contracting, Inc. Page 79 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Pond 1 P: Zoe Detention Basin 3 4 5 6 7 5 9 10 11 12 13 14 Time (hours) 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr 25 -Year Rainfall= 5.10" Prepared by Sage Engineering & Contracting, Inc. Page 80 HVdroCAM 8.00 s/n 004245 @ 2006 HVdroCAD Software Solutions LLC 2/2012012 Routing by Stor -Ind method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Peak Elev= 494.44'@ 12.37 hrs Flood Elev= 496.10' /ice Routing Invert Pond 9P: Ex. Detention Pond Inflow Area = 13.324 ac, Inflow Depth > 3.08" for 25 -Year event Inflow = 20.91 cfs @ 12.37 hrs, Volume= 3.425 of Outflow = 20.91 cfs @ 12.37 hrs, Volume= 3.425 af, Atten= 0 %, Lag= 0.0 min Primary = 20.91 cfs @ 12.37 hrs, Volume= 3.425 of Routing by Stor -Ind method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Peak Elev= 494.44'@ 12.37 hrs Flood Elev= 496.10' /ice Routing Invert Outlet Devices #1 Primary 493.00' 24.0" Vert. Orifice /Grate C= 0.600 #2 Primary 492.75' 24.0" x 502.0' long Culvert CPP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 469.80' S=0.0457'1' Cc= 0.900 n=0.013 #3 Device 1 492.50' 24.0" x 31.0' long OUTLET STRUCTURE TO DMH O.S. #1 CPP, square edge headwall, Ke= 0.500 Outlet Invert= 490.31' S= 0.0706'P Cc= 0.900 n=0.013 #4 Device 3 490.31' 24.0" x 233.0' long DMH O.S. #1 TO DMH O.S. #2 CPP, square edge headwall, Ke= 0.500 Outlet Invert= 480.00' S=0.0442'/' Cc= 0.900 n=0.013 #5 Device 4 480.00' 24.0" x 272.0' long DMH O.S. #2 TO END CPP, square edge headwall, Ke= 0.500 Outlet Invert= 469.68' S=0.0379'/' Cc= 0.900 n=0.013 Primary Out Flow ax =20.87 cfs @ 12.37 hrs HW= 494.44' (Free Discharge) 1=Orifice/Grate (Orifice Controls 9.85 cfs @ 4.08 fps) L3= OUTLET STRUCTURE TO DMH O.S. #1 (Passes 9.85 cfs of 14.74 cfs potential flow) t4 =DMH O.S. #1 TO DMH O.S. #2 (Passes 9.85 cfs of 14.40 cfs potential flow) tS =DMH O.S. #2 TO END (Passes 9.85 cfs of 13.66 cfs potential flow) 2= Culvert (Inlet Controls 11.02 cfs @ 3.90 fps) 0195 - Post - Development- 2 -8 -12 -Final Type /// 24 -hr 25 -Year Rainfall= 5.10" Prepared by Sage Engineering & Contracting, Inc. Page 81 HydroCAD® 8.00 sln 004245 © 2006 HydroCAD Software Solutions LLC 2/2012012 Pond 9P: Ex. Detention Pond Time (houm) -... - .. 23; 20.91 eft 0 Primary 22' - 2 °. °' Inflow Area= 1.3.324 ac 20- Peak Elev= 494.44° - JT 13 u 101 Bi Time (houm) 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr 25 -Year Rainfall = 5.10" Prepared by Sage Engineering & Contracting, Inc. Page 82 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Routing by Stor -Ind method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Peak Elev= 507.59' @ 12.22 hrs Surf.Area= 0 sf Storage= 3,854 cf Plug -Flow detention time= 54.3 min calculated for 0.620 of (93% of inflow) Center -of -Mass det. time= 22.7 min ( 828.9 - 806.1 ) Volume Invert Avail.Storage Storage Description #1 503.92' 5,923 cf StormTech MC -4500 Listed below Elevation Cum.Store (feet) (cubic -feet) 503.92 0 503.98 49 504.32 247 504.73 547 505.15 1,055 505.57 1,557 505.98 2,052 506.40 2,538 506.82 3,012 507.23 3,472 507.65 3,917 508.07 4,341 508.48 4,740 508.90 5,107 509.32 5,418 509.73 5,676 510.15 5,923 Device Routing Invert Outlet Devices #1 Primary 505.74' 15.0" x 29.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert= 504.35' S=0.0479'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max =6.48 cfs @ 12.22 hrs HW= 507.57' (Free Discharge) t1 = Culvert (Inlet Controls 6.48 cfs @ 5.28 fps) Pond 12P: MC -4500 Chambers Inflow Area = 2.540 ac, Inflow Depth > 3.15" for 25 -Year event Inflow = 7.56 cfs @ 12.15 hrs, Volume= 0.666 of Outflow = 6.54 cfs @ 12.22 hrs, Volume= 0.621 af, Atten= 13 %, Lag= 4.6 min Primary = 6.54 cfs @ 12.22 hrs, Volume= 0.621 of Routing by Stor -Ind method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Peak Elev= 507.59' @ 12.22 hrs Surf.Area= 0 sf Storage= 3,854 cf Plug -Flow detention time= 54.3 min calculated for 0.620 of (93% of inflow) Center -of -Mass det. time= 22.7 min ( 828.9 - 806.1 ) Volume Invert Avail.Storage Storage Description #1 503.92' 5,923 cf StormTech MC -4500 Listed below Elevation Cum.Store (feet) (cubic -feet) 503.92 0 503.98 49 504.32 247 504.73 547 505.15 1,055 505.57 1,557 505.98 2,052 506.40 2,538 506.82 3,012 507.23 3,472 507.65 3,917 508.07 4,341 508.48 4,740 508.90 5,107 509.32 5,418 509.73 5,676 510.15 5,923 Device Routing Invert Outlet Devices #1 Primary 505.74' 15.0" x 29.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert= 504.35' S=0.0479'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max =6.48 cfs @ 12.22 hrs HW= 507.57' (Free Discharge) t1 = Culvert (Inlet Controls 6.48 cfs @ 5.28 fps) 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr 25 -Year Rainfall=5. 10 " Prepared by Sage Engineering & Contracting, Inc. Page 83 Pond 12P: MC -4500 Chambers Hydrograph D Inflow zee Ift La=maryj Inflow Area =2.540 ac ss«<, : Peak Elev= 507'.59'__ 6- = Storage =3,854 cf__ = 15.011 x 29.0' Culvert c 4- 3- 2- — Time (houm) 0195 - Post - Development- 2 -8 -12 -Final Type 111 24 -hr 100 -Year Rainfall = 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 84 Time span= 3.00 -23.00 hrs, dt =0.05 hrs, 401 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method Subcatchment 2S: Post -Sub No. L -1 Runoff Area = 88.521 sf Runoff Depth >3.29" Flow Length =290' Tc =7.9 min CN =73 Runoff =7.35 cfs 0.557 of Subcatchment 3S: Post- Sub No. 1 -A Runoff Area = 103.637 sf Runoff Depth >3.07" Flow Length = 1,296' Tc =39.1 min CN =71 Runoff--4.35 cfs 0.608 of Subcatchment 4S: Post -Sub No. 1 Runoff Area = 257.239 sf Runoff Depth >4.18" Flow Length = 1,549' Tc =35.1 min CN =82 Runoff--15.38 cfs 2.058 of Subcatchment 5S: Post -Sub No. 3 -A Runoff Area = 10.060 sf Runoff Depth >3.38" Flow Length =114' Slope = 0.0380 T Tc =8.2 min CN =74 Runoff =0.85 cfs 0.065 of Subcatchment 6S: Post -Sub No. 2 -A RunoffArea= 80.336 sf Runoff Depth >3.58" Flow Length =299' Slope= 0.0265 7' Tc =12.1 min CN =76 Runoff =6.41 cfs 0.551 of Subcatchment 7S: Post -Sub No L -2A Runoff Area= 26.098 sf Runoff Depth >5.30" Flow Length =233' Tc =7.4 min CN =92 Runoff--3.32 cfs 0.265 of Subcatchment 8S: Post -Sub No L -3A Runoff Area =7,455 sf Runoff Depth >3.39" Flow Length =299' Tc =7.9 min CN =74 Runoff--0.64 cfs 0.048 of Subcatchment 13S: Post-Sub No. L -2 Runoff Area = 212.501 sf Runoff Depth >4.40" Flow Length = 1,150' Tc =24.2 min CN =84 Runoff--15.68 cfs 1.790 of Subcatchment 14S: Post -Sub No L -3 Runoff Area= 84.535 sf Runoff Depth >3.89" Flow Length =452' Tc =12.3 min CN =79 Runoff--7.25 cfs 0.629 of Reach 2R: Overall Analysis Point- Existing Beaver Brook Drainage Outfall Inflow =41.12 cfs 6.441 of Outflow =41.12 cfs 6.441 of Reach 7R: Analysis Point No. 1 Reach 8R: Analysis Point No. 2 Reach 9R: Analysis Point No. 3 Reach 1OR: Analysis Point L -1 Reach 11R: Analysis Point L -2 Inflow =4.35 cfs 0.608 of Outflow =4.35 cfs 0.608 of Inflow =6.41 cfs 0.551 of Outflow =6.41 cfs 0.551 of Inflow =0.85 cfs 0.065 of Outflow =0.85 cfs 0.065 of Inflow =7.35 cfs 0.557 of Outflow =7.35 cfs 0.557 of Inflow =29.59 cfs 4.613 of Outflow =29.59 cfs 4.613 of 0195 - Post - Development- 2 -8 -12 -Final Type/// 24 -hr 100 -Year Rainfall = 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 85 HydroCAD® 8.00 sin 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Reach 12R: Analysis Point L -3 Inflow =0.64 cfs 0.048 of Outflow =0.64 cfs 0.048 of Reach 16R: EX. 24" HDPE DMH -2 to Pond Avg. Depth =1.56' Max Ve1=11.24 fps Inflow =29.63 cfs 4.613 of D= 24.0" n =0.013 L =92.0' 5= 0.01887' Capacity =31.02 cfs Outflow =29.59 cfs 4.613 of Pond 1 P: Zoe Detention Basin Peak EIev= 509.47' Storage= 19,545 cf Inflow =15.38 cfs 2.058 of Outflow =12.55 cfs 1.975 of Pond 9P: Ex. Detention Pond Peak EIev= 494.96' Inflow =29.59 cfs 4.613 of Outflow =29.59 cfs 4.613 of Pond 1213: MC -4500 Chambers Peak EIev= 508.41' Storage =4,668 cf Inflow =10.10 cfs 0.894 of 15.0" x 29.0' Culvert Outflow =8.44 cfs 0.848 of Total Runoff Area = 19.981 ac Runoff Volume = 6.570 of Average Runoff Depth = 3.95" 73.70% Pervious Area = 14.727 ac 26.30% Impervious Area = 5.254 ac 0195 - Post - Development- 2 -8 -12 -Final Type 111 24 -hr 100 -Year Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 86 Subcatchment 2S: Post -Sub No. L -1 Runoff = 7.35 cfs @ 12.12 hrs, Volume= 0.557 af, Depth> 3.29" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -Year Rainfall= 6.30" Area (sf) CN Description 30,291 70 Woods, Good, HSG C 58,230 74 >75% Grass cover, Good, HSG C 88,521 73 Weighted Average 88,521 Pervious Area Tc Length Slope Velocity Capacity Description in\ /f--+% /f+ /f!\ /FM /cerl /rfc% 5.8 100 0.0850 0.29 Sheet Flow, Grass: Short n=0.150 P2=2.90" 2.1 190 0.0480 1.53 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 7.9 290 Total Subcatchment 2S: Post -Sub No. L -1 Hydrograph F7 35 cfs LA Type III 24 -hr 100 -Year Rainfall= 6.30 "._ Runoff Area= 88,521 sf Runoff Volume =0.557 of Runoff 'Depth >3.29" Flow Length =290' Tc =7.9 min CN =73 1 12 13 14 15 16 17 16 19 Time (hours) Runoff 3- - Rainfall= 6.30 "._ Runoff Area= 88,521 sf Runoff Volume =0.557 of Runoff 'Depth >3.29" Flow Length =290' Tc =7.9 min CN =73 1 12 13 14 15 16 17 16 19 Time (hours) Runoff 0195 - Post - Development- 2 -8 -12 -Final Type/// 24 -hr 100 -Year Rainfall = 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 87 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 3S: Post- Sub No. 1 -A Runoff = 4.35 cfs @ 12.55 hrs, Volume= 0.608 af, Depth> 3.07" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24-hr 100 -Year Rainfall= 6.30" Area (sf) CN Description 88,132 70 Woods, Good, HSG C 14,152 74 >75% Grass cover, Good, HSG C 1,353 89 Gravel roads, HSG C 103,637 71 Weighted Average 103,637 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.0 100 0.0350 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 7.7 494 0.0455 1.07 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.4 702 0.0156 0.87 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 39.1 1,296 Total N v 0 LL Subcatchment 3S: Post- Sub No. 1 -A Type 111 24 -hr 100 -Year Rainfall= 6.30" Runoff Area= 103,637 sf Runoff Volume =0.608 of Runoff !,Depth >3.07" Flow Length= 7;296' Tc =39.1 min CN =71 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) O Runoff 0195 - Post - Development- 2 -8 -12 -Final Type/// 24 -hr 100 -Year Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 88 Subcatchment 4S: Post -Sub No. 1 Runoff = 15.38 cfs @ 12.48 hrs, Volume= 2.058 af, Depth> 4.18" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -Year Rainfall= 6.30" Area (sf) CN Description 51,268 98 Roads and Sidewalks 28,695 98 Building 8,036 98 Detention Basin 1,838 89 Gravel roads, HSG C 119,575 74 >75% Grass cover, Good, HSG C 47,827 70 Woods, Good, HSG C 257,239 82 Weighted Average 169,240 0.3300 Pervious Area 87,999 Impervious Area Tc Length Slope Velocity Capacity Description 19.2 100 0.0300 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 11.4 613 0.0321 0.90 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.1 35 0.3300 4.02 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.5 58 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.9 743 0.0050 3.21 2.52 Circular Channel (pipe), Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 35.1 1,549 Total 0195 - Post - Development- 2 -8 -12 -Final Type/// 24 -hr 100 -Year Rainfall = 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 89 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 N `u 3 0 LL Subcatchment 4S: Post -Sub No. 1 Hydrograph Time (hours) Runoff 0195- Post - Development- 2 -8 -12 -Final Type 111 24 -hr 100 -Year Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 90 Subcatchment 5S: Post -Sub No. 3 -A Runoff = 0.85 cfs @ 12.12 hrs, Volume= 0.065 af, Depth> 3.38" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -Year Rainfall= 6.30" Area (sf) CN Description 10,060 74 >75% Grass cover, Good, HSG C 10,060 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 100 0.0380 0.21 Sheet Flow, Grass: Short n=0.150 P2=2.90" 0.2 14 0.0380 1.36 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos N `u 3 0 LL 8.2 114 Total Subcatchment 5S: Post -Sub No. 3 -A Hydrograph 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) Runoff 0195 -Po: Prepared Runoff = )evelopment- 2 -8 -12 -Final Type 11124 -hr 100 -Year Rainfall = 6.30" Sage Engineering & Contracting, Inc. Page 91 Subcatchment 6S: Post -Sub No. 2 -A 6.41 cfs @ 12.17 hrs, Volume= 0.551 af, Depth> 3.58" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -Year Rainfall= 6.30" Area (sf) CN Description 4,600 98 Ex. Driveway 2,800 98 Ex. House 63,780 74 >75% Grass cover, Good, HSG C 9,156 70 Woods, Good, HSG C 80,336 76 Weighted Average 72,936 Pervious Area 7,400 Grass: Short n=0.150 P2=2.90" Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 100 0.0265 0.18 Sheet Flow, Grass: Short n=0.150 P2=2.90" 2.9 199 0.0265 1.14 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 12.1 299 Total 3 LL Subcatchment 6S: Post -Sub No. 2 -A Hydrograph Type III 24 -hr 100- Year Rainfall= 6.30" Runoff Area= 80,336 sf Runoff Volume =0.551 of RunoffLDepth >3.58" Flow Length= 299' Slope =0.0265 '/' Tc =12.1 min CN =76 6.41 cf. 3 4 5 6 7 B 9 10 11 12 13 14 Time (hours) p Runoff 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr 100 -Year Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 92 HydroCAD® 8.00 s/n 004245 @ 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 7S: Post -Sub No L -2A Runoff = 3.32 cfs @ 12.10 hrs, Volume= 0.265 af, Depth> 5.30" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -Year Rainfall= 6.30" Area (sf) CN Description 5,475 98 Building Addition 13,953 98 Paved parking & roofs 6,670 74 >75% Grass cover, Good, HSG C 26,098 92 Weighted Average 6,670 Pervious Area 19,428 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 35 0.0214 0.13 Sheet Flow, Grass: Short n=0.150 P2=2.90" 1.6 65 0.0050 0.69 Sheet Flow, Smooth surfaces n=0.011 P2=2.90" 1.5 133 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fos u 3 LL 7.4 233 Total Subcatchment 7S: Post -Sub No L -2A Rainfall= 6.30" Runoff Area= 26,098 sf Runoff Volume =0.265 of Runoff (Depth >5.30" Flow', Length =233' Tc =7.4 min CN =92 16 17 18 19 20 21 22 Runoff 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr 100 -Year Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 93 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 8S: Post -Sub No L -3A Runoff = 0.64 cfs @ 12.11 hrs, Volume= 0.048 af, Depth> 3.39" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -Year Rainfall= 6.30" Area (sf) CN Description 450 70 Woods, Good, HSG C 7,005 74 >75% Grass cover, Good, HSG C 7,455 74 Weighted Average 7,455 Pervious Area Tc Length Description 6.0 100 0.0780 0.28 Sheet Flow, Grass: Short n=0.150 P2=2.90" 1.9 199 0.0618 1.74 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 7.9 299 Total Subcatchment 8S: Post -Sub No L -3A Hydrograph 0.7 ❑Runoff .65- 0.6- 0.55- -.. 0.5- 0.45 -_ 0.4 0.35: 0.251. ' — 0.2 =_ 0.15 - 0.1 0.05 - Type III 24 -hr 100- Year Rainfall =6.30" Runoff Area =7,455 sf Runoff Volume =0.048 af__ Runoff Depth >3.39" Flow Tc =7.9 min CN =74 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr 100 -Year Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 94 Subcatchment 13S: Post -Sub No. L -2 Runoff = 15.68 cfs @ 12.33 hrs, Volume= 1.790 af, Depth> 4.40" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -Year Rainfall= 6.30" Area (sf) CN Description 37,659 98 Building 5,794 98 Building Addition 53,131 98 Paved parking & roofs 25,051 70 Woods, Good, HSG C 90,866 74 >75% Grass cover, Good, HSG C 212,501 84 Weighted Average 115,917 Woods: Light underbrush n= 0.400 P2= 2.90" Pervious Area 96,584 0.0284 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.5 100 0.0515 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 6.7 475 0.0284 1.18 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.3 167 0.0119 2.21 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.7 408 0.0235 9.11 16.10 Circular Channel (pipe), Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Corruaated PE. smooth interior 24.2 1.150 Total 0195 - Post - Development- 2 -8 -12 -Final Type/// 24 -hr 100 -Year Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 95 N U 3 O LL Subcatchment 13S: Post -Sub No. L -2 Hydrograph Time (hours) Runoff 0195 - Post - Development- 2 -8 -12 -Final Type Ill 24 -hr 100 -Year Rainfall = 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 96 HydroCADO 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 14S: Post -Sub No L -3 Runoff = 7.25 cfs @ 12.17 hrs, Volume= 0.629 af, Depth> 3.89" Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -Year Rainfall= 6.30" Area (sf) CN Description 5,719 70 Woods, Good, HSG C 17,467 98 Paved parking & roofs 61,349 74 >75% Grass cover, Good, HSG C 84,535 79 Weighted Average 67,068 Pervious Area 17,467 Impervious Area Tc Length Slope Velocity Capacity Description 8.8 100 0.0300 0.19 Sheet Flow, Grass: Short n=0.150 P2=2.90" 1.2 151 0.0930 2.13 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.3 201 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 12.3 452 Total U 3 O LL Subcatchment 14S: Post -Sub No L -3 Hydrograph 3 4 5 6 7 a 9 10 11 12 13 14 15 16 17 18 19 26 21 22 23 Time (hours) O Runoff 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr 100 -Year Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 97 HydrOCAD® 8.00 s/n 004245 @ 2006 HydrOCAD Software Solutions LLC 2/20/2012 Reach 2R: Overall Analysis Point- Existing Beaver Brook Drainage Outfall Inflow Area = 19.981 ac, Inflow Depth > 3.87" for 100 -Year event Inflow = 41.12 cfs @ 12.33 hrs, Volume= 6.441 of Outflow = 41.12 cfs @ 12.33 hrs, Volume= 6.441 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs N U 3 0 LL Reach 2R: Overall Analysis Point- Existing Beaver Brook Drainage Outfall Hydrograph Time (hours) Inflow OuHlow 0195- Post - Development- 2 -8 -12 -Final Type/// 24 -hr 100 -Year Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 98 Reach 7R: Analysis Point No. 1 Inflow Area = 2.379 ac, Inflow Depth > 3.07" for 100 -Year event Inflow = 4.35 cfs @ 12.55 hrs, Volume= 0.608 of Outflow = 4.35 cfs @ 12.55 hrs, Volume= 0.608 af, Atten= 0 %, Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs U 3 O LL Reach 7R: Analysis Point No. 1 Hydrograph Lag= 0.0 min Time (hours) Inflow OuMaw 0195 - Post - Development- 2 -8 -12 -Final Type/// 24 -hr 100 -Year Rainfall = 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 99 Reach 8R: Analysis Point No. 2 Inflow Area = 1.844 ac, Inflow Depth > 3.58" for 100 -Year event Inflow = 6.41 cfs @ 12.17 hrs, Volume= 0.551 of Outflow = 6.41 cfs @ 12.17 hrs, Volume= 0.551 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Reach 8R: Analysis Point No. 2 Inflow Time (houm) 0195- Post - Development- 2 -8 -12 -Final Type/// 24 -hr 100 -Year Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 100 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Reach 9R: Analysis Point No. 3 Inflow Area = 0.231 ac, Inflow Depth > 3.38" for 100 -Year event Inflow = 0.85 cfs @ 12.12 hrs, Volume= 0.065 of Outflow = 0.85 cfs @ 12.12 hrs, Volume= 0.065 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Reach 9R: Analysis Point No. 3 0.35 , 0.3 - -... 0.25 -... 0.2 0.15 3 4 5 6 7 8 9 10 11 12 13 14 Time (hours) 0195 - Post - Development- 2 -8 -12 -Final Type/// 24 -hr 100 -Year Rainfall = 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 101 Reach 1OR: Analysis Point L -1 Inflow Area = 2.032 ac, Inflow Depth > 3.29" for 100 -Year event Inflow = 7.35 cfs @ 12.12 hrs, Volume= 0.557 of Outflow = 7.35 cfs @ 12.12 hrs, Volume= 0.557 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs N U 3 0 LL Reach 1 OR: Analysis Point L -1 Hydrograph Time (hours) Inflow Outflow 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr 100 -Year Rainfall = 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 102 Reach 11 R: Analysis Point L -2 Inflow Area = 13.324 ac, Inflow Depth > 4.15' for 100 -Year event Inflow = 29.59 cfs @ 12.38 hrs, Volume= 4.613 of Outflow = 29.59 cfs @ 12.38 hrs, Volume= 4.613 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs N `v 3 0 LL Reach 11 R: Analysis Point L -2 Hydrograph Time (hours) 0 Inflow Outflow 0195 - Post - Development- 2 -8 -12 -Final Type/// 24 -hr 100 -Year Rainfall = 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 103 Reach 12R: Analysis Point L -3 Inflow Area = 0.171 ac, Inflow Depth > 3.39" for 100 -Year event Inflow = 0.64 cfs @ 12.11 hrs, Volume= 0.048 of Outflow = 0.64 cfs @ 12.11 hrs, Volume= 0.048 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Reach 12R: Analysis Point L -3 Hydrograph O Inflow ..... ❑Outflow 0.7 0.64 0, 0.65- inflow Area--O.1 71 ac 0.55 0.5 - 0.45 m 0.4 0.35 o _ u- 0.3- 0.25- Time (hours) 0195 - Post - Development- 2 -8 -12 -Final Type/// 24 -hr 100 -Year Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 104 L1. 1J 1.1I O � -I- !1/l11A. I- � LI..J..../ An 0..1..4: --- 1 1 / ninninnAn Reach 16R: EX. 24" HDPE DMH -2 to Pond Inflow Area = 13.324 ac, Inflow Depth > 4.15" for 100 -Year event Inflow = 29.63 cfs @ 12.37 hrs, Volume= 4.613 of Outflow = 29.59 cfs @ 12.38 hrs, Volume= 4.613 af, Atten= 0 %, Lag= 0.3 min Routing by Stor- Ind +Trans method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Max. Velocity= 11.24 fps, Min. Travel Time= 0.1 min Avg. Velocity = 5.18 fps, Avg. Travel Time= 0.3 min Peak Storage= 242 cf @ 12.38 hrs, Average Depth at Peak Storage= 1.56' Bank -Full Depth= 2.00', Capacity at Bank -Full= 31.02 cfs 24.0" Diameter Pipe, n=0.013 Length= 92.0' Slope= 0.0188'/' Inlet Invert= 498.12', Outlet Invert= 496.39' EI Inflow 2L1fl W 0195 - Post - Development- 2 -8 -12 -Final Type/// 24 -hr 100 -Year Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 105 Routing by Stor -Ind method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Peak Elev= 509.47' @ 12.69 hrs Surf.Area= 8,255 sf Storage= 19,545 cf Plug -Flow detention time= 59.6 min calculated for 1.975 of (96% of inflow) Center -of -Mass det. time= 39.5 min ( 861.7 - 822.3 ) Volume Invert Avail.Storage Storage Description Pond 1P: Zoe Detention Basin Inflow Area = 5.905 ac, Inflow Depth > 4.18" for 100 -Year event Inflow = 15.38 cfs @ 12.48 hrs, Volume= 2.058 of Outflow = 12.55 cfs @ 12.69 hrs, Volume= 1.975 af, Atten= 18 %, Lag= 12.8 min Primary = 12.55 cfs @ 12.69 hrs, Volume= 1.975 of Routing by Stor -Ind method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Peak Elev= 509.47' @ 12.69 hrs Surf.Area= 8,255 sf Storage= 19,545 cf Plug -Flow detention time= 59.6 min calculated for 1.975 of (96% of inflow) Center -of -Mass det. time= 39.5 min ( 861.7 - 822.3 ) Volume Invert Avail.Storage Storage Description #1 505.00' 28,931 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 505.00 0 0 0 506.00 500 250 250 507.00 5,131 2,816 3,066 508.00 6,365 5,748 8,814 509.00 7,632 6,999 15,812 510.00 8,957 8,295 24,107 510.50 10,339 4,824 28,931 Device Routing Invert Outlet Devices #1 Primary 506.00' 4.0" Vert. Orifice /Grate C= 0.600 #2 Primary 506.85' 45.0 deg x 3.50' rise Sharp- Crested Vee/Trap Weir C= 2.56 #3 Device 2 506.00' 24.0" x 264.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert= 498.75' S= 0.0275'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max =12.52 cfs @ 12.69 hrs HW= 509.47' (Free Discharge) �1= Orifice /Grate (Orifice Controls 0.76 cfs @ 8.75 fps) 2= Sharp- Crested Vee/Trap Weir (Weir Controls 11.76 cfs @ 4.14 fps) L3= Culvert (Passes 11.76 cfs of 18.64 cfs potential flow) 0195 - Post - Development- 2 -8 -12 -Final Type/// 24 -hr 100 -Year Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 106 N V 3 O LL Pond 1P: Zoe Detention Basin Hydrograph Time (hours) Inflow Primary 0195 - Post - Development- 2 -8 -12 -Final Type III 24 -hr 100 -Year Rainfall = 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 107 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/2012012 Routing by Stor -Ind method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Peak Elev= 494.96'@ 12.38 hrs Flood Elev= 496.10' Device Routing Invert Pond 9P: Ex. Detention Pond Inflow Area = 13.324 ac, Inflow Depth > 4.15" for 100 -Year event Inflow = 29.59 cfs @ 12.38 hrs, Volume= 4.613 of Outflow = 29.59 cfs @ 12.38 hrs, Volume= 4.613 af, Atten= 0 %, Lag= 0.0 min Primary = 29.59 cfs @ 12.38 hrs, Volume= 4.613 of Routing by Stor -Ind method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Peak Elev= 494.96'@ 12.38 hrs Flood Elev= 496.10' Device Routing Invert Outlet Devices #1 Primary 493.00' 24.0" Vert. Orifice /Grate C= 0.600 #2 Primary 492.75' 24.0" x 502.0' long Culvert CPP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 469.80' S= 0.0457'/' Cc= 0.900 n= 0.013 #3 Device 1 492.50' 24.0" x 31.0' long OUTLET STRUCTURE TO DMH O.S. #1 CPP, square edge headwall, Ke= 0.500 Outlet Invert= 490.31' S=0.0706'/' Cc= 0.900 n=0.013 #4 Device 3 490.31' 24.0" x 233.0' long DMH O.S. #1 TO DMH O.S. #2 CPP, square edge headwall, Ke= 0.500 Outlet Invert= 480.00' S= 0.04427' Cc= 0.900 n= 0.013 #5 Device 4 480.00' 24.0" x 272.0' long DMH O.S. #2 TO END CPP, square edge headwall, Ke= 0.500 Outlet Invert= 469.68' S=0.0379'/' Cc= 0.900 n=0.013 Primary Out Flow Max =29.56 cfs @ 12.38 hrs HW= 494.96' (Free Discharge) 1= Orifice /Grate (Orifice Controls 14.89 cfs @ 4.76 fps) = OUTLET STRUCTURE TO DMH O.S. #1 (Passes 14.89 cfs of 18.26 cfs potential flow) =DMH O.S. #1 TO DMH O.S. #2 (Passes 14.89 cfs of 16.81 cfs potential flow) t 5 =DMH O.S. #2 TO END (Passes 14.89 cfs of 15.95 cfs potential flow) 2= Culvert (Inlet Controls 14.67 cfs @ 4.67 fps) 0195 - Post - Development- 2 -8 -12 -Final Type/// 24 -hr 100 -Year Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 108 HydroCADO 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Pond 9P: Ex. Detention Pond Hydrograph E Inflow 32 °. 29.59 cfs 0 Primary 29.59 tls Inflow Area = 13.324 ac 28 = :Peak Elev= 494.96' - -- 26 24- - 22- 20- o _ LL 14. 12: 6: __... 4 2? 0 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) 0195 - Post - Development- 2 -8 -12 -Final Type/// 24 -hr 100 -Year Rainfal1= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 109 HydroCAD® 8.00 s/n 004245 @ 2006 HydroCAD Software Solutions LLC 2/20/2012 Routing by Stor -Ind method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Peak Elev= 508.41' @ 12.24 hrs SUrf.Area= 0 sf Storage= 4,668 cf Plug -Flow detention time= 45.9 min calculated for 0.848 of (95% of inflow) Center -of -Mass det. time= 20.1 min ( 819.1 - 798.9 ) Volume Invert Avail.Storage Storage Description #1 503.92' 5,923 cf StormTech MC -4500 Listed below Elevation Cum.Store (feet) (cubic -feet) 503.92 0 503.98 49 504.32 247 504.73 547 505.15 1,055 505.57 1,557 505.98 2,052 506.40 2,538 506.82 3,012 507.23 3,472 507.65 3,917 508.07 4,341 508.48 4,740 508.90 5,107 509.32 5,418 509.73 5,676 510.15 5,923 Device Routing Invert Outlet Devices #1 Primary 505.74' 15.0" x 29.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert= 504.35' S= 0.0479'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max =8.40 cfs @ 12.24 hrs HW= 508.38' (Free Discharge) L1= Culvert (Inlet Controls 8.40 cfs @ 6.84 fps) Pond 12P: MC -4500 Chambers Inflow Area = 2.540 ac, Inflow Depth > 4.22" for 100 -Year event Inflow = 10.10 cfs @ 12.15 hrs, Volume= 0.894 of Outflow = 8.44 cfs @ 12.24 hrs, Volume= 0.848 af, Atten= 16 %, Lag= 5.3 min Primary = 8.44 cfs @ 12.24 hrs, Volume= 0.848 of Routing by Stor -Ind method, Time Span= 3.00 -23.00 hrs, dt= 0.05 hrs Peak Elev= 508.41' @ 12.24 hrs SUrf.Area= 0 sf Storage= 4,668 cf Plug -Flow detention time= 45.9 min calculated for 0.848 of (95% of inflow) Center -of -Mass det. time= 20.1 min ( 819.1 - 798.9 ) Volume Invert Avail.Storage Storage Description #1 503.92' 5,923 cf StormTech MC -4500 Listed below Elevation Cum.Store (feet) (cubic -feet) 503.92 0 503.98 49 504.32 247 504.73 547 505.15 1,055 505.57 1,557 505.98 2,052 506.40 2,538 506.82 3,012 507.23 3,472 507.65 3,917 508.07 4,341 508.48 4,740 508.90 5,107 509.32 5,418 509.73 5,676 510.15 5,923 Device Routing Invert Outlet Devices #1 Primary 505.74' 15.0" x 29.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert= 504.35' S= 0.0479'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max =8.40 cfs @ 12.24 hrs HW= 508.38' (Free Discharge) L1= Culvert (Inlet Controls 8.40 cfs @ 6.84 fps) 0195 - Post - Development- 2 -8 -12 -Final Type 11124 -hr 100 -Year Rainfall = 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 110 N U 3 O LL Pond 12P: MC -4500 Chambers Hydrograph Time (hours) c Inflow Primary ENGIPJEERIMG. LLC if 0 CP M) g-h -�-�j - -� -p CY Uj � If F-f — i uj SIM ----- - ---- Lb T X . F�. LL z CY r Fl uj SIM ----- - ---- Lb T X . F�. y♦ R -w N � _�. V ��' } V � { � ,�1-i �~I ��,�� t: r�r' 'Y V. 7� � ri r^n O` tr• ' -Cw� l i �• 'tJ� s �.t]�y�i r t j �� r_� i�� �Y�'�n , � - "o r_ _ - - — Y i J N t Sso 'r' .i - �+° �+r i ,� �' '}C� psi i •�, r 1rr kLiKil Y k si— t'i t-:I 3r T',�. fv. LLI I .-. ,i � :..r(` F � , . � �� ..' 't'.r 5' ♦J-i- r � t 1 � Y' 1 ' ' m [r N `�``.� C ♦` � L It �r- ', --Ly_j -t-I -t � r -�s � t Cl � 'I' i i-'� �.' � �1 .1�- �,, , .,. -r� -- w iv � y t ' t -L1 • .fir -.jr t _i a _��`�_._t'�t .f- 1- - � �.A�" t " l_ o o o �' r' ' lti (a [- i t.�.�_h -� -1.. _., •�"I I� � r S"— .; -i•'I� -'P� ( k�lrl y 1 ,i o r 4 - ,F T �' _� L.- I�k._. t, � r ♦ - I_ r I t I7' ' ` � � 4 f ) ��'�J't,( I�.•.. rn5 �'. t, IN uj LTI —1 - jam 1 �—r' 'i 1 �1 r_! i —! — .I if Cal TV `JI v • - I 4 .,li .. _ _ -- - - .-- .'',�?^' ' -� � \_ rl! t` r.Ij `��-! �`}` ,l • 1 .' -r,,, � �.�' -r- ice% n ..,.. J � ° 'ic , � , , "' ,`• - �'LJ` ,Lt�' ," t %`d k' ° ";-c S \'� . , `t� 2. �: tia �'I _ "a_ � __ -. ,-•- � 5 -- ± � _ c � �} tr. r 1` � „ {r � r I' -r;[' -c t�� �i' i' `,"' 'ir=rf L ''' •J � o _ I y i a l -1 f�` 'i , iY tit•, ��✓.{- , o ; j" i - '-� J-r� h � � ?- t� 4i� J'. +��."i'" �,�r r� • r -' � +�.� ;c 1 r 1 -� � >< w c t r i LL r•` Jl—•J. t '� I 1 ui i LAL. —' 1 • , APPENDIX D EMGIMEERHUM LLc Q b Q Project: L -% N�� (� i I�1 Jt � � � Page Of �� Project NO.: L!I' 4 _L By live Date t`r v�Y-7/ ENGINEER11V%, LLC Description; NFl LTt F T of % : 5l Ui G = L LB Ck Date SVLUIE- !f:�vt- _5AIFIL t��fil.iury - _S- t0PU-6E Lh (Oil ( -Y ' v,r 5 lL1%111.7C— )VJC- LIP j00 1A/F1L7itt}7.7-01U %/ [E` 1.(1.x'` /l;t Lk wLFS 1;iq-7-E S"E L6""'m� C14PM1'Fr 0 F FU& API NT lo,3 1 N/ F.1 L, ( P, 14 l ,T 01AJ L( 5 r HK 1,1" 7i - UU Fin -' 7G1 7PL ,sLrs� c�13A 7Tr`gjt 'TU nulwly S � ZGrv1: l G f, I = Mfr fi(1t,'es IF 60MOLE�EL, FLGL ?�G( /I7r2 SAGE ENGINEERING, LLC Tel: 413.562.4884 199 5EPV15TAP INDUSTRIAL WAY - SUITE 2 Fax: 413.562.4899 WESTFIELD, MASSACHUSETTS 01055 WWW.5age- IIC.com Project Infornnation: Project Name: LTIJOI�' r1'!11A1i;1P Location: Al v(` 7'14 /it" F' 1-e' ) Date: 1,"} -h Engineer. Subsurface Stormwater Managemen['" StomrTech RPM: MC-4500 Site Calculator System �,Requirements-„_ -- -- ------- System S"Z] ---- -- Units m ed5l Number of Chambers Required 34 each Required Storage Volume M0550090 CF Number of End Caps Required 2 each Stone Porosity (Industry Standard = 40%) 220—NAFE—Eg % Bed Size (including perimeter stone) 1,488 square feet Stone Above Chambers (12 inch min.) inches Stone Required (including perimeter stone) 333 tons Stone Foundation Depth (9 inch min.) inches Volume of Excavation 427 cubic yards Average Cover over Chambers (24 inch min.) y24 inches Non-woven Filter Fabric Required (20% Safety Factor) 674 square yards Bed size controlled by WIDTH or LENGTH? N—ftENGTH22. Length of Isolator Row 144.0 feet Limiting WIDTH or LENGTH dimension feet Woven Isolator Row Fabric (20% Safety Factor) 395 square yards Storage Volume per Chamber 162.6 CIF Storage Volume per End Cap 108.6 CF Installed Storage Volume 5,746 cubic feet 116d: y-L 'eff gthM� Maximum Length 150 feet mm) M11. I row of 34 chambers inches Maximum Length = 144.0 feet Maximum Width 103 feet Uszl Min) mCheS 07, (25,10 mm) Chamber Model - Units- Number of Chambers - Number of End Caps - Voltls In the stone (porosity) - Base 0f Stone Elevation - Amount of Stone Above Chambers Amount of Stone Below Chambers Area of system - MC-0500 ;: Imperal cw n.,<suns 34 N qIn sf Min. Area - st®r„-d h- �MUde PClnitlei Storieln fakvlatpre 1308 of min. area sramna :rem.•.�:om.m.- mrrone:r -nw cl:+:m a�ma:na cnamnnrn rm. uc:o:. (crnxallnp so ry pmpa m Ffesx ere p:ecr:grbe!n'v tlmrnngf brtLe otteel amm�nl of StormTech MC -0500 Cumulative Storage Volumea - - Heightof` Incremental Singte . Incremenfal Incremental Incremental lncrementel Incremental Gh CumulaLve _ - Sys(em 06ambec Single ERtl Cep 'Cfiambefs Eng Cep Stone ECanaStone 'System EleYagmi. Inches = cliDkfeet ,. cubic Feet cubic Teel cilti7c feel - cable /ee0 - ` cable" /ee0 euble�iee! fee 75 u.W 0.00 0.00 0.00 49.43 49.43 5923.09 510.15: 74 0.00 0.00 0.00 000 49.43 49.43 5873.65 510.07 73 0.00 0.00 0.00 0.00 49.43 49.43 5824.22 509.98 72 0.00 0.00 0.00 0.00 49.43 49.43 5774.79 509.90 71 0.00 0.00 0.00 0.00 49.43 49.43 5725.35 509.82 70 0.00 0.00 0.00 0.00 4143 49.43 5575.92 W973.. 69 0.04 0.00 1.39 0.00 48.88 50.27 5626.49 W9.65 6B 0.12 0.01 3.95 0.02 47.85 51.81 5576.22 509.57 67 0.16 0.03 5.60 0.05 47.17 5283 5524.40 509.48 W 021 0.05 7.10 0.10 46.55 53.75 5471.58 509.40 65 0.27 0.07 9.12 0.14 45.73 54.99 5417.83 509.32 - 64 0.45 0.09 15.39 0.18 43.21 58.78 536284 509.23 63 0.67 0.11 22.62 0.23 40.30 63.14 5304,05 509.15 62 0.80 0.14 27.17 0.26 38.45 6190 5240.92 509.07 61 0.91 0.17 30.88 0.34 36.95 68.16 5175.02 506.98 60 1.00 0.19 34.10 0.38 35.64 70.12 5106.86 508,90 -- 59 1.09 0.22 36.97 0.43 34.47 71.57 5036.74 508.82 58 1.16 024 39.56 0.48 3142 73.46 4964.87 508.73 57 1.23 0.27 41.96 0.54 32.43 74.93 4891.41 508.65 55 1.30 0.30 44.19 0.50 31.52 76.30 4816.48 508,57 55 1.36 0.32 48.27 0.65 30.66 7.59 4740.17 598.48 - 54 1.42 0.35 48.24 0.70 29.86 7839 4662.59 508.40 53 1.47 0.37 50.09 0.74 29.10 79.93 4583.79 508.32 52 1.53 0.39 51.86 0.79 28.38 81,02 4503.86 508.23 51 1.57 0.42 53.53 0.83 27.69 8205 442284 500.15 50 1.62 0.44 55.13 0.88 27.03 83.04 4340.79 508.07 49 1.67 0,46 56.65 0.93 26.40 83.98 4257.75 507.98 48 1.71 0.48 58.11 0.97 25.80 84.88 4173.77 507.90 47 1.75 0.50 59.50 1.01 25.23 85.74 4088.89 507.82 46 1.79 0.53 60.84 1.05 24.68 86.57 4003.15 507.73 45 1.83 0.55 62.12 1.09 24.15 87.36 3916.58 507.65 _ 44 1.86 0.56 63,36 1.13 23.64 80.12 3829.22 507.57 43 1.90 0.58 64.54 1.17 23.15 88,86 3741.09 507.48 42 1.93 0.60 65.68 1.20 22.68 8155 3652.24 507.40 41 1.96 062 66.78 1.24 2223 9024 356267 507.32 40 2.00 0.64 67.83 1.28 21.79 90.90 347243 507.23- 39 2.03 0.66 68.85 1.31 21.37 91.53 3361.53 507.15 38 2.05 0.67 69.83 1.35 20.95 92.14 3290.00 507.07 37 2.08 0.69 7077 1.38 20.57 92.72 3197.86 506.98 36 2.11 0.71 71.67 1.41 20.20 93.29 3105.13 506.90 35 213 0.72 72.55 1.45 19.83 93.83 3011.55 506.82 - 34 2.16 0.74 7140 148 19.48 94.36 2918.01 506.73 33 2.18 0.76 74.21 1.51 19.15 94.86 2823.66 506.65 32 2.21 0.77 74.99 1.54 1B.B2 95.35 2720.79 506.57 31 223 0.79 75.74 1.57 18.51 95,82 2633.44 550.48 30 2.25 0.80 76.46 1.60 18.21 96 27 2537.62 506.40 - 29 2.27 082 77.16 1.64 17.91 96.71 2441.35 50fi.32 28 2.29 0.84 77.83 1.68 17.63 97.14 2344.63 506.23 27 2.31 0.85 78.47 1.69 1237 97.53 2247.49 506.15 26 233 0.66 7908 1.72 17.11 97.91 2149.97 506.07 25 2.34 0.87 79.fi7 1.74 16.87 98.28 205205 505.98 - 24 236 0.89 80.24 1.77 16.0 98.64 1953.77 505.90 23 2.38 0.90 80.78 1.80 16.40 98.98 1655.13 505.82 22 2.39 0.91 81.29 1.82 15.19 99.30 1756.16 505.73 21 2.41 0.92 81.79 1.84 15.98 99.61 1656.85 505.65 20 242 0.93 8225 1.87 15.78 99.91 1557.24 505.57 - 19 2.43 0.95 82.70 1.89 15.60 100.19 145].33 505.48 18 2.44 0.96 0.12 1.91 15.42 100.46 1357.15 505.40 17 2.46 0.97 83.53 1.93 15.25 10031 1256.69 505.32 16 2.47 0.98 83,90 1.96 15.09 100.95 1155.98 505.23 15 2.48 0.99 8426 1.98 14.94 101.18 1055.03 505.15 - 14 2.49 I'm 84.60 2.00 14.80 101.39 953.86 505.07 13 2.50 1.01 84.92 2.01 14,65 101.59 852.46 504.98 12 2.51 1.02 8522 2.03 14.53 101.79 750.87 504.90 11 2.51 1.02 85.50 2.05 14.41 101.96 649.08 504.B2 10 2.53 1.03 85.92 2.07 14.24 102.22 547.12 50473 - 9 0.00 0.00 0.00 0.00 49.43 49.43 444.90 504.65 8 0.00 900 000 0.00 49.43 49.43 395.47 504.57 7 000 0.00 0.00 0.00 49.43 4943 346.03 504.48 6 0.00 0.00 0.00 000 49.43 4943 296.60 50440 5 0.00 900 0.00 0.00 49.43 49.43 247.17 504.32- 4 0.00 000 0.0 0.00 49.43 49.43 197.73 504.23 3 0.00 0.00 000 0.00 49.43 49.43 148.30 504.15 2 0.00 0.00 0.00 0,00 49.43 49.43 98.87 50407 1 0.00 0.00 0.00 0.00 49.43 49.43 49,43 503.98 - LL LL tD- L �r, L rMl Jp = 0 2 G K z �� a Project: ZL7C -- -551If el6 Page I Of a Chamber Storage 14.7 ft' (0.42 m') Project NO.: %' , q � — �- 5y ' (5' Date EIUSINEEIZMC5, L.L C Ck Date 0L-UE Fore TVFLL l%z%11TJ;v �/i P,46 7 Y OF S !fJP /i-l1�f� S C— SlU i V F.I t -lrm 7Tufu t2f' %c f - ()D ;,An r<A LEZ 5 RR T1—' SP,VO LGPrM r0, rn r-f� Br a ro i Pcc TNT 1x x 3 N F L L i 2 /i t y olU L6 r -a c..L T-- 1 `f `fl, 5.1= 1.00 I f U i12 5 'S i c M GP Pig L 17-- -2�BC, _SftFP- f rf'Gtbf LGf1OPLe S1DewP7LL Fl6E� Figure 2 — StormTech SC -310 Chamber (not to scale) Nominal Chamber Specifications Size (W x H x Installed Q 34.0'(064 mm) x 16.0'(406 mm) x 85.4' (2169 mm) Chamber Storage 14.7 ft' (0.42 m') Min. Installed Storene' 31.0 ft' (0.88 m') Weight 37 lbs (16.8 kg) a som, wl Moom- 16.0' ('-06 mm) SCH 40 PIPE FOR C INSPECTION PORT !�!,AN�i!11!E!EM11 !I 'This assumes a minimum of 6" (152 mm) of stone below, above and between chamber rows and 40% stone porosity. SAGE ENGINEERING, LLC 199 5ERV15TAR INDU5TRIAL WAY - SUITE 2 WE5TI'IELD, MA55ACHU5E]75 01085 Tel: 413.5 G 2.4884 Fax: 413.5 G 2.4899 W Ww.5age- llc.com Project 26� ��N•��I Page Of rZ LProject NO.: t `iS 'G By (7' Date ENGINEERIIUG, LLC Description: RIF .aL ,G lrl: y,U Ck Date -or^-L 57 G; C,` 6E LH- PC- -ri (C'0ivs 0 1 /3LLEO LAP/TC.T r L,I 31 L_! ,R r uN.,7 7 (0ML,Udb) ME %J UfV -LT_$ X I R _ lSilJ 6:F i11iL 7u f_1Pzfi. Aj _ 'I S 6, Gr= `7(E /4�{ 2 ��F� i1 /!JOSS SAGE ENGINEERING, LLC Tel: 413.542.4884 199 5EPV15TAP INDUSTRIAL WAY - SUITE 2 Fax: 413.502.4899 WESTFIELD, MA55ACF1U5ET-15 01085 WWW.Sage- Ilc.com I_.._►, 4 ENGINEERING, LLC Massachusetts Department of Environmental Protection \ Bureau of Resource Protection - Wetlands Program Checklist for 00"'tormwater B. Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note: Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable (N.A.) and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. Registered Professional Engineer's Certification I have reviewed the Stormwater Report, including the soil evaluation, computations, Long -term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long- term Post - Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement (if included) and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature I U Tf{iz- 6'E:57, O NL Y 4_/ NvhG c ent, E i `FBRYAN Vic BALI CK! I CIVIL �. o. ?8962 �S rlrl 7- l/ and Date Checklist Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? ❑ New development ❑ Redevelopment 0 Mix of New Development and Redevelopment , 0195 - swcheck -zoe • 04/01/08 Stormwater Report Checklist • Page 2 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for r ar 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 A] Other (describe): �`'XOl C)P ,51 7F J S /i5 Or 5AI 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. 0195 - swcheck -zoe • 04/01/08 Storrnwater Report Checklist - Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program ec list 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. 0 Static ❑ Simple Dynamic ❑ Dynamic Field' ® 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. 21 E site or a solid waste landfill and a mounding analysis is included. ' 80% TSS removal is required prior to discharge to infiltration BMP if Dynamic Feld method is used. 0195 - swcheck -zoe • 04/01/08 Stormwater Report Checklist • Page 4 of 8 Massachusetts Department of Environmental Protection Ll Bureau of Resource Protection - Wetlands Program Checklist for Stormwater 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. Aj /�1 �/p riOScaa 16E (�(GR LJ i%f j:V � ` 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 undercover; • 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. 0195 - swcheck -zoe • 04101/08 Stormwater Report Cheddist • Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program C;�hecklist for boihtormwater Report Checklist (continued) Standard 4: Water Quality (continued) ® The BMP is sized (and calculations provided) based on: ® The %'orV Water Quality Volume or 5 "rOE(3 P OMf}t ✓UF_ 5' E19pv VITX F ❑ 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 notbeen 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. �JU L(2.i7�U;L 0 P vkAj Gti' S.: L 0195 - swcheck -zoe • 04/01/08 Stormwater Report Checklist • Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for t r ater e 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; C Construction Period Operation and Maintenance Plan; • Names of Persons or Entity Responsible for Plan Compliance; Y Construction Period Pollution Prevention Measures; C 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; Y 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. 0195- swcheck -zoe • 04/01/06 Stort water Report Checklist • Page 7 of 8 Massachusetts Department of Environmental Protection i� Bureau of Resource Protection - Wetlands Program j` list for b"tormwater KIReport 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; 0 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. 0195 - swcheck -zoe • 04/01/08 Stormwater Report Checklist • Page 8 or 8 APPENDIX F ENGINEERING, LLC Particle Size Distribution Removing silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the particle size distribution used to define the annual TSS removal. Fine (organics silts and sand Particle Size Distribution Specific Settling particle Size Distribution Specific Settling 1 in. 3 in. Gravity Velocity 3 in. Only one inlet Gravity Velocity Jim % ft/s LT m % ft/s 20 20 1.3 0.0013 60 20 1.8 0.0051 150 20 2.2 0.0354 400 20 2.65 0.2123 2000 20 2.65 0.9417 Stormceptor Design Notes • Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor. • Design estimates listed are only representative of specific project requirements based on total suspended solids (TSS) removal. • Only the STC 4501 is adaptable to function with a catch basin inlet and /or inline pipes. • Only the Stormceptor models STC 4501 to STC 7200 may accommodate multiple inlet pipes. • Inlet and outlet invert elevation differences are as follows: Inlet and Outlet Pipe Invert Elevations Differences Inlet Pipe Configuration STC 4501 STC 900 to STC STC 11000 to 7200 STC 16000 Single inlet pipe 3 in. 1 in. 3 in. Multiple inlet pipes 3 in. 3 in. Only one inlet pipe. • Design estimates are based on stable site conditions only, after construction is completed. • Design estimates assume that the storm drain is not submerged during zero flows. For submerged applications, please contact your local Stormceptor representative. • Design estimates may be modified for specific spills controls. Please contact your local Stormceptor representative for further assistance. • For pricing inquiries or assistance, please contact Rinker Materials 1 (800) 909 -7763 www.rinkerstormceptor.com Stormceptor Design Summary - 2/2 ° MATERIALS° �l-_ Stormceptor Stormceptor Design Summary PCSWNIM for Stormceptor Project Information Date 11/7/2011 Project Name Zoe Senior Retirement 3985 Community Project Number 0195 Location 331 Haydenville Road Designer Information Company Sage Engineering Contact NIA Notes 84 N/A 84 STC 7200 87 Drainage Area — Total Area (ac) 90 6.275 Imperviousness ( %) 37 The Stormceptor System model STC 900 achieves the water quality objective removing 75% TSS for a Fine (organics, silts and sand) particle size distribution. Stormceptor Sizing Summary Rainfall Name KNIGHTVILLE DAM State MA ID 3985 Years of Records 1984 to 1997 Latitude 42 °10'12 "N Longitude 72 °31'12 "W Water Quality Objective TSS Removal ( %) T5 Upstream Storage Storage Discharge (ac -ft) (cfs) 0 0 Stormceptor Model TSS Removal STC 4501 64 rr STC 1200 75 STC 1800 75 STC 2400 79 STC 3600 80 STC 4800 84 STC 6000 84 STC 7200 87 STC 11000 90 STC 13000 90 STC 16000 92 Stormceptor Design Summary - 1/2 m MATERIALS'" (l_ Stormceptor Stormceptor Design Summary PCSWMM for Stormceptor Project Information Date 11/28/2011 Project Name Linda Manor Additoin Project Number 0195 Location Northampton, Ma Designer Information Company Sage Engineering Contact Bryan Balicki Notes 93 N/A 95 Drainage Area 95 Total Area (ac) 96 0.6 Imperviousness ( %) STC 13000 169 The Stormceptor System model STC 4501 achieves the water quality objective removing 84% TSS for a Fine (organics, silts and sand) particle size distribution. Stormceptor Sizing Summary Rainfall Name KNIGHTVILLE DAM State MA ID 3985 Years of Records 1984 to 1997 Latitude 42 °10'12 "N Longitude 72 °31'12 "W Water Quality Objective TSS Removal ( %) 80 Upstream Storage Storage Discharge (ac -ft) (cfs) 0 0 Stormceptor Model TSS Removal % • 1 STC 900 90 STC 1200 90 STC 1800 90 STC 2400 93 STC 3600 93 STC 4800 95 STC 6000 95 STC 7200 96 STC 11000 97 STC 13000 97 STC 16000 98 Stormceptor Design Summary - 1/2 MATER AIS'" L Stormceptor® Particle Size Distribution Removing silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the particle size distribution used to define the annual TSS removal. Fine (organics, silts and sand Particle Size Distribution Specific Settling Particle Size Distribution Specific Settling 1 in. 3 in. Gravity Velocity 3 in. Only one inlet Gravity Velocity m % ft/s m % fi/s 20 20 1.3 0.0013 20 1.8 0.0051 'a,6500 20 2.2 0.0354 400 20 2.65 0.2123 2000 20 2.65 0.9417 Stormceptor Design Notes • Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor. • Design estimates listed are only representative of specific project requirements based on total suspended solids (TSS) removal. • Only the STC 4501 is adaptable to function with a catch basin inlet and /or inline pipes. • Only the Stormceptor models STC 4501 to STC 7200 may accommodate multiple inlet pipes. • Inlet and outlet invert elevation differences are as follows: Inlet and Outlet Pipe Invert Elevations Differences Inlet Pipe Configuration STC 4501 STC 900 to STC STC 11000 to 7200 STC 16000 Single inlet pipe 3 in. 1 in. 3 in. Multiple inlet pipes 3 in. 3 in. Only one inlet pipe. • Design estimates are based on stable site conditions only, after construction is completed. • Design estimates assume that the storm drain is not submerged during zero flows. For submerged applications, please contact your local Stormceptor representative. • Design estimates may be modified for specific spills controls. Please contact your local Stormceptor representative for further assistance. • For pricing inquiries or assistance, please contact Rinker Materials 1 (800) 909 -7763 Stormceptor Design Summary - 2/2 rnahwnts° trcepfor° TARP Tier I Approval Verifies Stormceptor's Superior Performance What is TARP? TARP (Technology Acceptance and Reciprocity Partnership) was established in 2000 as a standardized method of evaluating the performance of stormwater treatment technologies. The TARP program is a three - tiered process that includes rigorous laboratory testing, field tests and regulatory permits. TARP standards are currently recognized by eight participating states - New Jersey, California, Illinois, Maryland, Massachusetts, New York, Pennsylvania and Virginia. What does TARP do? TARP's certification program provides scientific data on stormwater technologies and related performance claims, which helps: • Regulators and engineers make sound decisions when addressing stormwater treatment needs. • Spread technology performance data quickly, giving jurisdictions an opportunity to better meet their water quality objectives. Now was Stormceptor recognized by TARP? In February 2005, Stormceptor received TARP Tier I interim certification from the New Jersey Department of Environmental Protection ( NJDEP), verifying Stormceptor's ability to perform beyond normal operational capacity during extreme rainfall. What does TARP test for? TARP Tier I focused on the removal of total suspended solids (TSS) and scour testing under various operating rates and sediment loadings. Seven stormwater treatment technologies were tested, including the Stormceptor System. Particle Size Distribution (PSD) testing Stormceptor was one of only two units tested to utilize the NJDEP PSD testing — treating a sample of particles between one and 1,000 microns. Instead of following TARP standards, the other technologies opted to test a preferred particle size range that best suited their unit's performance (see TARP Tier I — Hydrodynamic Comparison Results) — testing coarser, larger particles that are easier to remove. Of the devices tested, Stormceptor removed the broadest range of pollutants. www.imbriumsystems.com USA: (888) 279 8826 CANADA: (800) 565 4801 Total Suspended Solids (TSS) removal efficiency TARP protocol required testing at varying TSS concentrations —100 mg/L, 200 mg /L, 300 mg /L, with the unit filled to 50% of the recommended capacity before maintenance. How did Stormceptor perform? Of all the technologies tested, Stormceptor recorded the highest TSS removal while removing a significant portion of clay and fine silts ( NJDEP PSD). Stormceptor: 75% TSS removal, tested with NJDEP fine PSD High Efficiency CDs: 73.7 %, tested with a much coarser PSD than NJDEP PSD Downstream Defender: 70 %, tested with sand particles VortSentry: 69 %, tested with sand particles Vortechs: 64 %, tested with a much coarser PSD than NJDEP PSD Aquaswirl: 60 %, tested with sand particles BaySaver: 51 %, tested with NJDEP fine PSD Not only did Stormceptor record the highest TSS removal, it did so removing NJDEP's specified PSD, meaning it removed both a higher percentage as well as a broader range of particles than the other technologies. Scour test results Stormceptor was one of only two technologies that completed the scour test as mandated by NJDEP. Tests demonstrated Stormceptor did not scour with the unit loaded to design capacity. The calm during the storm Stormceptor removes more pollutants from stormwater than any other separator. Stormceptor does not scour as the flow rate increases, maintaining a continuous positive treatment of suspended solids. Stormceptor is designed to remove a wide range of particles, as well as free oils, heavy metals and nutrients that attach to fine sediment. Units can also be designed to remove a specific particle size distribution. With over 18,000 units operating worldwide, Stormceptor protects waterways every day in every storm. To learn more, please visit www.imbriumsystems.com 1. The Technology Acceptance and Reciprocity Partnership (TARP) is a workgroup of the Environmental Council of Stales (EGOS) that was originally made up of Califomia, Illinois, Maryland, Massachusetts, New Jersey, New York, Pennsylvania and Virginia. Source of all NJOEP & TARP documented information: www. stale. nj. us /depldsr/bsciVCedifledMain.hM 2. Stoomeeptor is marketed and designed to achieve water quality objectives, rather than sung primarily for flow -based criteria. 3. Indicated in the NJOEP intedm-cen catlen letter (Feb. 15,2005) which can this obtained from the below web link, Stormceplor did not scoural a 125% operating rate and 100% unit sediment loading. 3 Fpm Is considered to be within the tolerance of the testing ermr. For NJDEP Interim Certified Stormwater Technologies go to: http: /Iwww. state. nj. us /dep /dsribscit/CertifiedMain.htrn N E ^ °° n u 'G X Q mi z to E W 0 e W e a a aF s _ est on ci n, a E Q m z Z z z X z E- z g E N O N T° - C] O o N Jz _° E e a a = m o N C Or 'C N O N .O 0 °° as O O r �. ° ° O m m u °z ILVL v o y z n y y _ zoo z z X X z h t- Ed, g E ^ X °m z z m N o V m 9 _N •/ • ] 7 E s '? ag `; a En En ♦LTV I'4 Q C ^ ' N O ° a m W m fn m N F o o W O e j 5 °X W Y Z c' W } W Y W Y X X2 W Y y o O y m a° E2 W } iY� an u- W z O U � U ' j 7 E co a m N a W o N a a a N F m W W O m N C W W O ~ O o o Qo W Z u 0 } } z e X -d E Z H H E2 } y N W ° v m m ° a r z z - co _ 91 y Z7 N c c a nN o oo` a t- o m a� d A 4` o N^ 2 m E 2 ° 3 E- U j z z se `o O 2 u F m F Q„ ° e z . -°° mEa t L>E ..tea I, Xe ES ;nm _� -°°yy m n z z -- o`gD _Fm .mu ToU 29 o ® W N a N m W N m H ¢ - °N m W W N W W W h- W U n U 6 ¢ X W > qq Cn m n z z En Sa C L • ° al 5m o Ap O m m FQUe m m m -- a. �E u m € v v n � m m° m n Z �a o _:m 2X° —3sn avmi ur F- ZE �m D: y o.°. e. °� c °co Is EmamLLU 0— °� °. — N 6 o a FW F N D e s Cn • m o 62 m R o p E; 2a Q °` s s Xo X of ° >� o> O a r �d a° O X Z L n a u _ a, <° J °v 03sn 3zls silns3m S11nS3N 31011NVd -IVAOW3U SS1 1S31 Nn00S 1VAONddV W11131NI 031S31130OW d30f N NO11V01dIN3A 1V0rN 1 N311 dNV-L 1. The Technology Acceptance and Reciprocity Partnership (TARP) is a workgroup of the Environmental Council of Stales (EGOS) that was originally made up of Califomia, Illinois, Maryland, Massachusetts, New Jersey, New York, Pennsylvania and Virginia. Source of all NJOEP & TARP documented information: www. stale. nj. us /depldsr/bsciVCedifledMain.hM 2. Stoomeeptor is marketed and designed to achieve water quality objectives, rather than sung primarily for flow -based criteria. 3. Indicated in the NJOEP intedm-cen catlen letter (Feb. 15,2005) which can this obtained from the below web link, Stormceplor did not scoural a 125% operating rate and 100% unit sediment loading. 3 Fpm Is considered to be within the tolerance of the testing ermr. For NJDEP Interim Certified Stormwater Technologies go to: http: /Iwww. state. nj. us /dep /dsribscit/CertifiedMain.htrn 100 90 80 70 60 50 R Y y 40 v eL 30 Comparison of Particle Size Distributions (PSD) used in TARP Tier I Testing 1 10 100 1000 10000 Grain Size (microns) — OK -110 Stormceptor (NJDEP PSD) — F -95 Foundary Sand a CDs sub -100 microns TIER I - Lab Testing Protocol 1. Measure TSS Removal Efficiency • Influent concentrations: 100, 200, 300 mg /L • Five operating rates (25, 50, 75, 100, 125°/x) • 50% pre - loaded with sediment 2. Measure Scouring/ Re- suspension • 50% and 100% pre - loaded at 125% operating rate 3. Utilize Pre - defined NJDEP Particle Size Distribution . 5% clay / 40% silt / 55% sand Source of all NJDEP and TARP documented information, go to: http: //w .st ate. nj. us /dep /dsr /bsci[ /CertifiedMain.htm www.imbriumsystems.com USA: (888) 279 8826 CIA.-NADA: (800) 565 4801 n Im X—H 9 - RUN *ate of &NPfta 3erozU DEPARTMENT OF ENviRONmnuAL PROTECTION KIM GUADAGNO Lt. Governor Scott Perry, CPSWQ Croup Manager Imbrium Systems 7564 Standish Place, Suite 112 Rockville, MD 20855 Division of Water Quality 401 East State Street Post Office Box 029 Trenton, New Jersey 08625 -029 September 10, 2010 BOB MARTIN Commissioner Re: On -line Conditional Interim Certification for the Stormceptor STC by Imbrium Systems Expiration Date: May 15, 2011 Dear Mr. Perry. This letter is in response to your request for the Stomiceptor STC by Imbrium Systems to be used as an on -line device. The Department has reviewed your verification report supplied by NJCAT and has received the required . signed statement from the verification entity, manufacturer and testing entity, which listed the protocol requirements and indicated that all of the requirements of the protocol were met or exceeded. Based on a review of the information received the Stormceptor STC by Imbrium Systems can be used as an. off-line or on -line device. Additional information regarding the implementation of the Stormwater Management Rules, N.J.A.C. 7:8, are available at www.njstormwater.org. If you have any questions regarding the above information, please contact Ms. Sandra Blick of my office at (609) 633 -7021. Sincerely, e Barry Chalofsky, P.P., Chief Bureau ofNonpoint Pollution Control C: Chrou File Richard Magee, NJCAT Elizabeth Dragon, BNPC Marybeth Brenner, NJDEP Tom Micai, DLUR New Jersey is as Equal Opportrmiy- Employer�Prmted on Recycled Paper and Recyclable EMGIMEERIPJG. LLc O Z z 1. nz� 2 9 N U 0 < F. P. Ilp ro rt < Z z 1. < 2 9 N U 0 < F. F- Z C, & L) Z E5 z -OW z L Z LLI LLI E3 rn El. El y 4i U5 2 EK M It Cl) m IZ o > a_ LLI LLI cl �j P. Ilp rt 0 U3 (f) LLi— > CD u M M NE n to El. El y 4i U5 2 EK M It Cl) m IZ o > a_ LLI LLI cl �j o P. Ilp NE ea 63 cc U o Ilp 63 cc U - ^� - LU CJs; E 2 I zz n 'O N .. y' • mp Um0 N o CD �9 _N F. u _ io ., E m yE CI N FO O Q M.N i Z W C � Ec° OC E Ce F nt 1 1 Y i m Y LL C (n,( C7' C ' C v R 6 N m I L rl 1� ! ti [I'�. O ii Y zz n 'O N .. y' • mp Um0 N o CD �9 _N F. u _ io ., E m yE CI N FO O Q M.N i Z W C � Ec° OC E Ce F nt 1 1 Y i UC LL (n,( C7' C ' v 6 N m L rl 1� ! ti [I'�. O ii Y f 'O N .. y' • mp Um0 N o Q �9 _N F. u _ io ., E m yE CI N FO O Q .o _- NQ Z W C � Ec° OC E Ce F nt 1 1 Y i Z 0 Z Q J w w Z W Q N u R In u O m O tLj to CD C Q N9 0 N c > ❑ u Q C6 m ul o Z u -u z N m - �; . / e 1 � c 1 V ! N i i e J n t 0 1 11. 1 c 0 i E _ a - c c - E � � I ^ 1 v m. N m m m y m E y r Lry C m � d Tit N m .d <° cn II 0 C J 0• c o ` V t a O. Y V _ c O v = o Q o - _ o o d a` � o c o a uj W T C U . v_ Ski Um0 N - r E PP _ C U C yE P a �Q .o _- Ep s W C � Ec° OC E Ce nt u D ` ea LL, _ l9. oz 1 •1 •J L 1� C� .x �f V t J '.p 1 C gF }SQ" 6 yY Y � � E II z O G v_ o' �a a i UC LL (n,( C7' D ` ea LL, _ l9. oz 1 •1 •J L 1� C� .x �f V t J '.p 1 C gF }SQ" 6 yY Y � � E II z O G Massachusetts Stornnwater Handbook 3 a LL III 11 Type N 24-hr Rainfall =129" Pond 2P: Infiltration Trench Hydrograph 0.$7r:C{S El Inflow Inflow Area =0.750 ac Q Discarded Peak Elev=4.00' Storage--1,212 cE Time (hours) Table 2.3.3.1982 Rawls Rates Is Texture Class NRCS Hydrologic Soil Group (HSG) Infiltration Rate Inches /Hour Sand A 8.27 Loamy Sand A 2.41 Sandy Loam B 1.02 Loam B 0.52 Silt Loam C 027 Sandy Clay Loam C 0.17 Clay Loam D 0.09 Silty Clay Loam D 0.06 Sandy Clay D 0.05 Silty Clay D 0.04 Clay D 0.02 Is Rawls. Brakensiek and Saxton, 1932 Volume 3: Documenting Compliance with the Massachusetts Stormwater Chapter t Page 22 Management Standards APPENDIX H ENGINEERING, LLc m N m d 0 1p c 2 m a I� IL m rn m c U m � N fL Ea w 2 o U X O m W m m O C L'. of L_ c0 o c 3 z Q m E c c E m > o o U U U U S c o N O E O y O O U of a x c U N 3 .L. m m � ' c c N ❑ N > > � E ❑ m o mUmci E E S v ' 0 v o'o �U m E > N y o E > Eo ❑ W Q U c c O U) m m U U u E E > ° N L L E m c) c) m Z c m m o � O U) U N m E E F � N U U m F L L O O O U F F F Z N m V C O U O J Cn C G W co G Z (D C C r') 0 d Q C ryQ LL I, z U a C C6 C) (6 CO N U) U) Q m ioaLls)ljom uoi}afnafao c 0 m R m aCi c W 0 m p y 0 E a m m e A a m " d ' E o � o m � t �Z o� =° m 3 v € co w C a. w a p �? m m m E �O � E N oe z � O N U C LL � �aa ~ a J LPL N d m (D CL O m E _ v CL aa) ms0 °- E O a cc a- C6 c Ln E • {J HIH" CU cr L w 3 i `u G v) C o E w HLz U) L�L r is M H Ll J n ,I U >' }(D N CL © N LiJ ioaLls)ljom uoi}afnafao c 0 m R m aCi c W 0 m p y 0 E a m m e A a m " d ' E o � o m � t �Z o� =° m 3 v € co w C a. w a p �? m m m E �O � E N oe z � m N P v E 0 m 2 a a CO � 1p C U N U E a W 0 � U � x o CD W 3 K m o co .L. L 0 m � Q m m E c r m m L > 0 U U U o U c p � E w O O p 0 U n x c v N 3 v c c m c y 0 0 j E d O O cl m U c 10 v E E Lm E o 0 0 0 0 m U o U a c m V d N m y a E > > W Q am c c E > > U) R 3 U U Eo E m m 0 m L L U U E m z o' u3 m f O y U d d U) U ' m E E I- N N U U m 0 0 0 U CO f- F- F- 9 .- Cn vi 7 ui 1� F� h 6 O ca U O J m c L c W C6 C Z C C. a c 0 0 d Q C Q Q �T F- 0) a c C E _ (6 (Q O m O N UJ � U) F- Q a_ m ;oous)ljom uoljelnoleo a y n m m C e a m m E o `m a° � m o m m � 3 U y� c a w 'O m Om m � o � � E m O e 0 N V d W m r L Z w F W E v a a. m je tai w m 44^^ V m E 0O N p O i CL Y m A O E 0 cu fL s b m m c E a) 1 (i r N N � I � `�q N N HH" 1 I L U :� 3 O E 1i �C0 ca d V) , ^O a. CD Ci. V) ;oous)ljom uoljelnoleo a y n m m C e a m m E o `m a° � m o m m � 3 U y� c a w 'O m Om m � o � � E m O e APPENDIX I EMGeMEERIPJG. LLc Zoe Senior Retirement Detention Basin Emergency Overflow Analysis The detention basin at the Zoe Senior Living Facility was designed to capture the stormwater runoff from the proposed building, parking lots, and related improvements. The detention basin is designed with an outlet structure to then slowly release the runoff via a 24" HDPE pipe offsite to replicate the predevelopment runoff conditions. The basins maximum water elevation for a 100 -year storm event is modeled at 509.47 feet. The top of the detention basins perimeter bank is 510.5 feet which leaves one full foot of freeboard before the basin would overtop. Additionally the basin has been designed with an emergency overflow on the eastern side of the basin. In the event of a storm larger than a 100 -year event or the outlet structure or outlet pipe malfunctions, the water would be safely diverted from the basin without compromising the basins banks. The emergency overflow consists of a RipRap channel at the top of the berm set at 509.6' which would outlet to a 10' wide 12" deep grassed swale. The grassed swale discharges via a throated inlet into a 24" HDPE pipe system which would discharge directly into Beaver Brook. The table below lists the peak runoff flows for the watershed that feeds the proposed detention basin. These flows assume the detention basin is not in place and would represent the peak overflow rate if the outlet pipe became blocked. Table 1: Peak Flow Rates Directed to Basin per Storm Event *Flows from Post Sub - Catchment No. 1 Table 2: System Component Capacity Capacity of Emergency Overflow System Components ' [CFS] Grassed Swale 106.23 24" HDPE from Throat Inlet to DMH -11 39.62 EfUGHUEERING. LLC 24" HDPE from DMH -11 to Beaver Brook 1 45.84 As shown in the above tables, the emergency overflow system for the proposed Zoe Senior Living facility has more than adequate capacity to handle a large storm event or a blockage in the outlet system. This overflow system would safely discharge the runoff into Beaver Brook without impacting neighboring properties or the Cities roadways. Existing Linda Manor Detention Basin Emergency Overflow Analysis The existing detention basin at the Linda Manor Extended Care Facility currently detains stormwater runoff from the parking lots, driveway, and building rooftop and discharges it via a 12" outlet pipe to a 24" HPDE storm drain into Beaver Brook. The outlet pipe from the proposed Zoe Senior detention basin is designed to flow into the existing Linda Manor basin and exit via an upgraded 24" HDPE outlet pipe and new outlet structure. Based on our analysis utilizing HydroCad calculations the existing 24" storm line to Beaver Brook has adequate capacity to handle the 100 -year storm flows from both proposed developments. We have proposed an additional outlet to the existing basin to act as an emergency overflow if the existing outlet pipe were to become clogged or a large storm event were to occur. The proposed emergency overflow consists of a 4' diameter precast structure with rectangular weir drop inlet openings around its perimeter. The invert elevation of this structure is set one foot below the top of the existing detention basins bank. The emergency overflow structure would discharge to a separate 24" HDPE drain line which outlets to beaver brook. As shown in Table 2 above the capacity of this emergency pipe is 45.84 cfs. The total 100 -year storm event runoff directed to the outlet pipe assuming neither the existing nor the Zoe detention basins are in place is 41.63 cfs. This flow is from Sub - Catchments 1, L -2, L -2A, and L -3. Based on the attached calculations the emergency overflow system for the Linda Manor facility has more than adequate capacity to handle a large storm event or a blockage in the outlet system. This overflow system would safely discharge the runoff into Beaver Brook without impacting neighboring properties or the Cities roadways. ENGINEERING, LLC s5S ' 3S ; 4S POSt-SL b No. 1 Post -S b No. 1 Post-St b No. 1 post -S b No. 1 1R 2R, 2F` 3R Zoe Overflow Pipe - Zoe /Linda Overflow Pipe Throat Inlet Throat to DMH -11 - DMH -11to Brook Zoe Overflow Swale Subcat Reach on Llnk Drainage Diagram for 0195- OvernowAnalysis- 2 -15 -12 Prepared by Sage Engineering & Contracting, Inc. 2120/2012 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 0195-Overfl owAnalysis- 2 -15 -12 Prepared by Sage Engineering & Contracting, Inc. Page 2 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Area Listing (all nodes) Area (acres) CN Description (subcats) 4.392 70 Woods, Good, HSG C (3S,4S,5S,7S) 10.980 74 >75% Grass cover, Good, HSG C (3S,4S,5S,7S) 0.169 89 Gravel roads, HSG C (3S,4S,5S,7S) 2.635 98 Building (3S,4S,5S,7S) 0.738 98 Detention Basin (3S,4S,5S,7S) 4.708 98 Roads and Sidewalks (3S,4S,5S,7S) 23.622 0195- 0verflowAnalysis- 2 -15 -12 Type/// 24 -hr 100 -yR Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 3 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Time span =5.00 -20.00 hrs, dt =0.05 hrs, 301 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method Subcatchment 3S: Post-Sub No. 1 Runoff Area = 257.239 sf Runoff Depth >3.97" Flow Length= 1,549' Tc =35.1 min CN =82 Runoff--1 5.38 cfs 1.955 of Subcatchment 4S: Post -Sub No. 1 Runoff Area = 257.239 sf Runoff Depth >3.97" Flow Length= 1,549' Tc =35.1 min CN =82 Runoff--1 5.38 cfs 1.955 of Subcatchment 5S: Post-Sub No. 1 Runoff Area = 257.239 sf Runoff Depth >3.97" Flow Length= 1,549' Tc =35.1 min CN =82 Runoff--1 5.38 cfs 1.955 of Subcatchment 7S: Post -Sub No. 1 Runoff Area = 257.239 sf Runoff Depth >3.97" Flow Length = 1,549' Tc =35.1 min CN =82 Runoff--15.38 cfs 1.955 of Reach 1 R: Zoe Overflow Pipe - Throat to D Avg. Depth =0.86' Max Vet =11.81 fps Inflow =15.38 cfs 1.955 of D= 24.0" n =0.013 L= 388.0' S= 0.0307 T Capacity=39.62 cfs Outflow= 15.35 cfs 1.954 of Reach 2R: Zoe /Linda Overflow Pipe - DMH Avg. Depth =0.80' Max Vet =13.14 fps Inflow =15.38 cfs 1.955 of D= 24.0" n =0.013 L= 502.0' S=0.04117' Capacity=45.84 cfs Outflow =15.34 cfs 1.954 of Reach 3R: Zoe Overflow Swale Avg. Depth = 0.33' Max Vel =4.25 fps Inflow =15.38 cfs 1.955 of n =0.022 L= 232.0' S= 0.0198'/' Capacity= 106.23 cfs Outflow =15.33 cfs 1.953 of Pond 2P: Throat Inlet Peak Elev= 505.98' Inflow =15.38 cfs 1.955 of Outflow =15.38 cfs 1.955 of Total Runoff Area= 23.622 ac Runoff Volume= 7.822 of Average Runoff Depth= 3.97" 65.79% Pervious Area= 15.541 ac 34.21% Impervious Area= 8.081 ac 0195- OverflowAnalysis- 2 -15 -12 Type/// 24 -hr 100 -yR Rainfall = 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 4 HydroCAD® 8.00 s/n 004245 @ 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 3S: Post -Sub No. 1 Runoff = 15.38 cfs @ 12.48 hrs, Volume= 1.955 af, Depth> 3.97" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -yR Rainfall= 6.30" Area (sf) CN Descrotion 51,268 98 Roads and Sidewalks 28,695 98 Building 8,036 98 Detention Basin 1,838 89 Gravel roads, HSG C 119,575 74 >75% Grass cover, Good, HSG C 47,827 70 Woods, Good, HSG C 257,239 82 Weighted Average 169,240 0.0321 Pervious Area 87,999 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 19.2 100 0.0300 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 11.4 613 0.0321 0.90 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.1 35 0.3300 4.02 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.5 58 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.9 743 0.0050 3.21 2.52 Circular Channel (pipe), Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 35.1 1,549 Total 0195- OverflowAnalysis- 2 -15 -12 Type/// 24 -hr 100 -yR Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 5 HvdroCAD® 8.00 s/n 004245 © 2006 HvdroCAD Software Solutions LLC Time (hours) Runoff 0195- OverflowAnalysis- 2 -15 -12 Type Ill 24 -hr 100 -yR Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 6 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/2012012 Subcatchment 4S: Post -Sub No. 1 Runoff = 15.38 cfs @ 12.48 hrs, Volume= 1.955 af, Depth> 3.97" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -yR Rainfall= 6.30" Area (sf) CN Description 51,268 98 Roads and Sidewalks 28,695 98 Building 8,036 98 Detention Basin 1,838 89 Gravel roads, HSG C 119,575 74 >75% Grass cover, Good, HSG C 47.827 70 Woods. Good. HSG C 257,239 82 Weighted Average 169,240 Pervious Area 87,999 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.2 100 0.0300 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 11.4 613 0.0321 0.90 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.1 35 0.3300 4.02 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.5 58 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.9 743 0.0050 3.21 2.52 Circular Channel (pipe), Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 35.1 1,549 Total 0195- OverflowAnalysis- 2 -15 -12 Type/// 24 -hr 100 -yR Rainfall = 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 7 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 4S: Post -Sub No. 1 Hydrograph 17- 16? 15 14- 13: 12= 11 LL 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 0195- OverflowAnalysis- 2 -15 -12 Type III 24 -hr 100 -yR Rainfall = 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 8 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 5S: Post -Sub No. 1 Runoff = 15.38 cfs @ 12.48 hrs, Volume= 1.955 af, Depth> 3.97" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -yR Rainfall= 6.30" Area (sf) CN Descriotion 35.1 1,549 Total 51,268 98 Roads and Sidewalks 28,695 98 Building 8,036 98 Detention Basin 1,838 89 Gravel roads, HSG C 119,575 74 >75% Grass cover, Good, HSG C 47,827 70 Woods, Good, HSG C 257,239 82 Weighted Average 169,240 Pervious Area 87,999 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.2 100 0.0300 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 11.4 613 0.0321 0.90 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.1 35 0.3300 4.02 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.5 58 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.9 743 0.0050 3.21 2.52 Circular Channel (pipe), Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 35.1 1,549 Total 0195- OverflowAnalysis- 2 -15 -12 Type /// 24 -hr 100 -yR Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 9 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 N U 3 O LL Subcatchment 5S: Post -Sub No. 1 Hydrograph Time (hours) Runoff 0195- OverflowAnalysis- 2 -15 -12 Type 11124 -hr 100 -yR Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 10 HydroCAD® 8.00 s/n 004245 @ 2006 HydroCAD Software Solutions LLC 2/2012012 Subcatchment 7S: Post -Sub No. 1 Runoff = 15.38 cfs @ 12.48 hrs, Volume= 1.955 af, Depth> 3.97" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -yR Rainfall= 6.30" Area (sf) CN Description 51,268 98 Roads and Sidewalks 28,695 98 Building 8,036 98 Detention Basin 1,838 89 Gravel roads, HSG C 119,575 74 >75% Grass cover, Good, HSG C 47,827 70 Woods, Good, HSG C 257,239 82 Weighted Average 169,240 0.0321 Pervious Area 87,999 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.2 100 0.0300 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 11.4 613 0.0321 0.90 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.1 35 0.3300 4.02 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.5 58 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.9 743 0.0050 3.21 2.52 Circular Channel (pipe), Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corruqated PE, smooth interior 35.1 1.549 Total 0195- OverflowAnalysis- 2 -15 -12 Type 111 24 -hr 100 -yR Rainfall = 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 11 HydroCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Subcatchment 7S: Post -Sub No. 1 Hydrograph 17_ ❑Runoff 16- is .3e tls - 15 Type III 24 -hr 100 -yR 14_ Rainfall= 6.30" 13- 1.1 1 12 13 14 15 16 17 18 19 20 Time (hours) 0195- OverflowAnalysis- 2 -15 -12 Type/// 24 -hr 100 -yR Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 12 HydrOCAD® 8.00 s/n 004245 © 2006 HydroCAD Software Solutions LLC 2/20/2012 Reach 1 R: Zoe Overflow Pipe - Throat to DMH -11 Inflow Area = 5.905 ac, Inflow Depth > 3.97" for 100 -yR event Inflow = 15.38 cfs @ 12.48 hrs, Volume= 1.955 of Outflow = 15.35 cfs @ 12.49 hrs, Volume= 1.954 af, Atten= 0 %, Lag= 1.1 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Max. Velocity= 11.81 fps, Min. Travel Time= 0.5 min Avg. Velocity = 5.20 fps, Avg. Travel Time= 1.2 min Peak Storage= 505 cf @ 12.48 hrs, Average Depth at Peak Storage= 0.86' Bank -Full Depth= 2.00', Capacity at Bank -Full= 39.62 cfs 24.0" Diameter Pipe, n=0.013 Length= 388.0' Slope= 0.0307'/' Inlet Invert= 503.00', Outlet Invert= 491.10' Reach 1 R: Zoe Overflow Pipe - Throat to DMH -11 Hydrograph ss °r Inflow Area =5.905 ac 14- 13i 12., 11- 10 ''. N 9.... 0 8- LL T 6: 5- 4- 3- 2: ;....12.... ,3....14....15 ....16....17....18....1,9....20 Time (hours) O Inflow Ou110W 0195- OverflowAnalysis- 2 -15 -12 Type/// 24 -hr 100 -yR Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 13 U­ A. nM� o nn -I- nnenec �, nnnc u..A.. AM o..u.. _.. I Reach 2R: Zoe /Linda Overflow Pipe - DMH -11to Brook Inflow Area = 5.905 ac, Inflow Depth > 3.97" for 100 -yR event Inflow = 15.38 cfs @ 12.48 hrs, Volume= 1.955 of Outflow = 15.34 cfs @ 12.50 hrs, Volume= 1.954 af, Atten= 0 %, Lag= 1.2 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Max. Velocity= 13.14 fps, Min. Travel Time= 0.6 min Avg. Velocity = 5.76 fps, Avg. Travel Time= 1.5 min Peak Storage= 587 cf @ 12.48 hrs, Average Depth at Peak Storage= 0.80' Bank -Full Depth= 2.00', Capacity at Bank -Full= 45.84 cfs 24.0" Diameter Pipe, n= 0.013 Length= 502.0' Slope= 0.0411 T Inlet Invert= 490.31', Outlet Invert= 469.70' 1 Reach 2R: Zoe /Linda Overflow Pipe - DMH -11to Brook Hydrograph 6 9 10 11 12 13 14 15 16 17 Time (hours) E Inflow Outflow 10 V 9- a 6: LL 7- 6.. 5: 4, 3- 2- 1-: 0; 5 6 Reach 2R: Zoe /Linda Overflow Pipe - DMH -11to Brook Hydrograph 6 9 10 11 12 13 14 15 16 17 Time (hours) E Inflow Outflow 0195- OverflowAnalysis- 2 -15 -12 Type/// 24 -hr 100 -yR Rainfall= 6.30" Prepared by Sage Engineering & Contracting, Inc. Page 14 HydrOCADO 8.00 s/n 004245 @ 2006 HydroCAD Software Solutions LLC 2/20/2012 Reach 3R: Zoe Overflow Swale Inflow Area = 5.905 ac, Inflow Depth > 3.97" for 100 -yR event Inflow = 15.38 cfs @ 12.48 hrs, Volume= 1.955 of Outflow = 15.33 cfs @ 12.50 hrs, Volume= 1.953 af, Atten= 0 %, Lag= 1.6 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Max. Velocity= 4.25 fps, Min. Travel Time= 0.9 min Avg. Velocity = 1.51 fps, Avg. Travel Time= 2.6 min Peak Storage= 838 cf @ 12.49 hrs, Average Depth at Peak Storage= 0.33' Bank -Full Depth= 1.00', Capacity at Bank -Full= 106.23 cfs 10.00' x 1.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z- value= 3.07' Top Width= 16.00' Length= 232.0' Slope= 0.0198 T Inlet Invert= 509.60', Outlet Invert= 505.00' N U O LL Reach 3R: Zoe Overflow Swale Hydrograph Time (hours) 0 Inilow Outflow 0195- OverflowAnalysis- 2 -15 -12 Type 111 24 -hr 100 -yR Rainfall= 6. 30 " Prepared by Sage Engineering & Contracting, Inc. Page 15 Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 505.98'@ 12.48 his Device Routing Invert Outlet Devices #1 Primary 505.00' 5.0' long x 1.00' rise Sharp- Crested Rectangular Weir 2 End Contraction(s) 12.0' Crest Height Primary OutFlow Max =15.33 cfs @ 12.48 hrs HW= 505.98' (Free Discharge) t1= Sharp- Crested Rectangular Weir (Weir Controls 15.33 cfs @ 3.26 fps) N U 3 0 LL Pond 2P: Throat Inlet Hydrograph Time (hours) 0 Inflow Primary Pond 2P: Throat Inlet Inflow Area = 5.905 ac, Inflow Depth > 3.97" for 100 -yR event Inflow = 15.38 cfs @ 12.48 hrs, Volume= 1.955 of Outflow = 15.38 cfs @ 12.48 hrs, Volume= 1.955 af, Atten= 0 %, Lag= 0.0 min Primary = 15.38 cfs @ 12.48 hrs, Volume= 1.955 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 505.98'@ 12.48 his Device Routing Invert Outlet Devices #1 Primary 505.00' 5.0' long x 1.00' rise Sharp- Crested Rectangular Weir 2 End Contraction(s) 12.0' Crest Height Primary OutFlow Max =15.33 cfs @ 12.48 hrs HW= 505.98' (Free Discharge) t1= Sharp- Crested Rectangular Weir (Weir Controls 15.33 cfs @ 3.26 fps) N U 3 0 LL Pond 2P: Throat Inlet Hydrograph Time (hours) 0 Inflow Primary