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18D-001 (15) Attachment G DETAILS OF PROJECT BMPS See Site Plans w Storm water Pollution Prevention Plan W Big Y Construction Northampton,Massachusetts STORMWATER POLLUTION PREVENTION PLAN AMENDMENTS NO. DATE REASON FOR CHANGE DATE INSTALLED Attachment F SWPPP Amendments O Storm Water Pollution Prevention Plan Inspection Report Big Y Foods Building Construction - North King Street Northampton, MA Inspection No.: Date: Weather: Inspector: Date and Amount of Last Precipitation.Event: Signature: BMP Condition/Stability Comments & Recommendations Date Corrected Erosion Control Barrier (Haybales/Silt Fence) Stone Access Drive(s) Catch Basins & Storm Water System Drainage Outlets Exposed Slopes & Stockpiles Hazardous Materials/Fuel Storage Conditions/Solid Waste Additional Comments Attachment E INSPECTION REPORTS OR 4 CONTACT LIST Owner: Big Y Foods, Inc 60 Memorial Drive Springfield, MA 01102 John E. Biskup,Manager (413) 504-4742 Contractor: TBD Architect: Edwards and Kelcey 343 Congress Street Boston,MA 02210 Mike Cassavoy (617)242-9222 Civil Engineer: Edwards and Kelcey Inc. 343 Congress Street Boston, MA 02210 Roy Tiano (617)242-9222 go 40 VA Attachment D CONTACT LIST Ow CONTRACTOR'S CERTIFICATION STATEMENT I certify under penalty of law that I understand the terms and conditions of the State's General Permit(MARI00000)that authorizes stormwater discharges associated with industrial activity from the construction site identified as part of this certification. Company Name Address City State Phone r Print Name Title Signature Date Responsibilities No OWNER/OPERATOR CERTIFICATION STATEMENT I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information submitted is,to the best of my knowledge and belief,true, accurate and complete. I am aware that there are significant penalties for submitting false information,including the possibility of fine and imprisonment for knowing violations. Initial Certification: Print Name Title Signature Date Annual Re-Certification: Print Name Title + Signature Date on Attachment C CERTIFICATIONS Attachment B NPDES CONSTRUCTION GENERAL PERMIT Attachment A NPDES NOTICE OF INTENT AND EPA ACKNOWLGEMENT HmM Plaza North King Street ,MA w 9.0 Certifications The Owner/Operator and Contractor/Operator shall each sign their applicable .. Certification provided in Attachment C, as required by the CGP. 10.0 NPDES Notice of Intent and EPA Receipt The signed NPDES NOI and EPA receipt is located in Attachment A. 19 �, Hamp Plaza North King Street r ,MA • Dates of certain construction activities such as major grading activities, clearing, and initiation of and completion of stabilization measures should be recorded. • Future amendments to the SWPPP will be recorded as required. As this Plan is amended, all amendments will be provided in the Attachments and kept on site. • Once a portion of the site has been finally stabilized (i.e. completed as designed, or with 70% of background vegetative cover), it can be documented and marked on the plans. • Inspections no longer need to include the now stable location. +*�! • Inspections often identify areas not included in the original SWPPP, which will require the SWPPP to be amended. These updates should be made within seven days of being signaled by the inspection. 7.0 Compliance with Federal State and Local Regulations 7.1 Endangered Species According to the Natural Heritage & Endangered Species Program Atlas (under the Massachusetts Division of Fisheries and Wildlife), the project site is not within or in the vicinity of any Priority Habitat of Rare Species or Estimated Habitats of Rare Wildlife. EPA cannot issue coverage under the CGP if the project will incur impacts to rare species. Due to the fact that the majority of the existing project site is already developed, and it is not located in within habitat areas mapped by US Fish and Wildlife Service, it is unlikely that the project will have any adverse impacts to federal or state listed species. 7.2 Historic Places A review of the National Register of Historic Places database (www.nr.nps.gov/nriocl.htm)was conducted and there are no historic properties that will be affected by the construction. 7.3 Other Permits and Regulations An Order of Conditions with the Northampton Conservation Commission will not be required for this project. However, the project may need to comply with other state or local planning, building, or conservation bylaws, regulations and permit requirements as they pertain to erosion and sedimentation control. It is the Contractor's responsibility to determine which permits and regulations require compliance and to ensure that the project is designed and constructed in strict conformance with said permits and regulations. 8.0 Post-Construction Stormwater Management Measures Post construction stormwater management measures include the use of deep sump hooded catch basins, water quality structures, and pipe detention system. An operation and maintenance schedule should include pavement sweeping, inspection and maintenance of all permanent stormwater management structures. 18 WIN 0 NNW Hamp Plaza North King Street ,MA The contractor shall use the following guidelines for maintenance, inspection, and repair of BMPs identified in the SWPPP/WPCP BEST MANAGEMENT INSPECTION FREQUENCY MAINTENANCE/REPAIR PROGRAM �+ PRACTICES(BMPs) (all controls " Hay bales Bi-weekly ■ Replace any damaged,misshaped or undermined hay bale. Silt fence Within 24 hours after a rain event ■ Remove sediment if it has reached half that causes runoff from the construction site the height of the haybale. ■ Repair/replace any sections of tom, At 24-hour intervals during damaged or undermined silt fence extended rain events ■ Catch basin protection Bi-weekly ■ Repair any damaged or clogged filter fabric or hay bales. Within 24 hours after a rain event ■ Remove sediment from catch basin that causes runoff from the construction site sump when it reaches half the sump depth. At 24-hour intervals during extended rain events Vehicle entrances/exits Daily ■ Sweep sediment or debris tracked onto adjacent driveways/roadways. . ■ Replace temporary stone entrance drives that have accumulated excessive sediments. Discharge points Bi-weekly ■ Remove any accumulated sediment or debris at discharge points. Prior to forecast storm ■ Repair any damage dprap. After a rain event that causes runoff from the construction site At 24-hour intervals during " extended rain events General Daily ■ Clean up any debris blowing or flowing off the site. 6.3 Amendment Requirements Amendments will be added in Attachment F This SWPPP is intended to be a working document that is utilized regularly on the construction site, and provides guidance to the contractor. It must reflect changes made to the originally proposed plan and will be updated to include project specific activities �*► and ensure that they are in compliance with the NPDES General Permit and state and local laws and regulations. It should be amended whenever there is a change in design, construction, operation or maintenance that affects the discharge of pollutants and as follows: 17 Hamp Plaza North King Strut .MA erosion controls and ordering repairs as necessary. The inspections will observe all sources of stormwater or non-stormwater discharge as identified in the SWPPP, as well as the status of the receiving waters. The inspector should also be concerned with the condition of all implemented BMPs and how well they are controlling or filtering run-off. The inspection will also recommend whether corrective actions to established BMPs are required or whether additional BMPs are necessary to prevent storm water contamination based on field conditions. Status of slopes, stockpiles, or other disturbed surfaces during construction should also be noted, including whether an area is experiencing erosion or reaching stabilization. The inspector is responsible not only for the inspection of the condition of the construction site, but all material storage yards as well. Storage yards should be ' checked for leakage, unsafe storage, and for the presence of adequate spill kit materials. Inspectors must be aware of practices on site, which may lead to additional pollutants in discharges, such as locating dumpsters or stockpiles, or refueling equipment near direct flow of stormwater. Qualified personnel will perform a minimum of biweekly inspections in accordance with the CGP. The inspections must be documented on the inspection form provided in Attachment E of the SWPPP and completed forms will be provided to the on-site supervisor and maintained at the Owner's office during the entire construction. ' Each inspection report(Attachment E)will summarize the scope of the inspection, name(s) and qualifications of personnel making the inspection, and major observations relating to the implementation of the SWPPP including compliance and non-compliance items. Maintenance of existing and proposed best management practices (BMPs)to address stormwater management facilities during construction is an on-going process. Build-up of sediment must be cleared away and old materials replaced so that the controls are working to capacity. Silt must not be allowed to accumulate mere than halfway up the height of the haybales or silt fencing. If a portion of the site/project area is permanently stabilized, inspections can cease in that area as long as the condition has been documented by amending the SWPPP. 6.2 Program for Maintenance, Inspection, and Repair of Construction Site BMPs The contractor shall use the following guidelines for maintenance, inspection, and repair of BMPs identified in the SWPPP/WPCP BEST MANAGEMENT INSPECTION FREQUENCY MAINTENANCE/REPAIR PROGRAM PRACTICES(BMPs) (all controls) 16 Hamp Plaza North King Street ,MA MW Dust Control To avoid sediment tracking and/or fugitive dust from leaving the site, a variety of mitigation measures axe employed. As needed, a stone entrance for construction vehicles shall be established. Also, as necessary, water trucks shall be used to wet dry, dusty soil if it becomes an issue. Street sweeping shall be performed as needed to reduce the build-up of dust and sediment on roadways and parking areas. Project-related wheel washes are not anticipated. Should wheel washes be required, the contractor shall provide them as directed by the Owner. Material Storage Material storage yards are also covered by this SWPPP and must be managed appropriately. At this time, it is anticipated that all storage of materials will occur on site. The storage area will also include supplies of additional erosion control materials such as haybales. The contractor will mark the plans with the location of the storage area. No stockpiling of materials or storage of equipment will occur in the wetland resource areas, or within 100 feet of the resource area where possible. Hazardous materials necessary for construction will be stored in watertight containers or buildings in accordance with state and local regulations and the manufacturer's recommendations with appropriately sized spill kits on hand. The storage site will be inspected for signs of leakage or unsafe storage and transfer practices. Any heavy equipment permitted to work adjacent to wetland areas, will be equipped with emergency spill kits. Refueling of mobile heavy equipment will be conducted outside of all wetland areas. 5.0 Spill Prevention 5.1 Management of Spills and Releases The Contractor can contact the Owner's Environmental Engineer identified in Attachment .. D for assistance regarding the SPCC. Should a non-storm water spill occur, the Engineer identified in Attachment D must be notified to ensure proper reporting and clean up. 5.2 Refueling and Vehicle Lubrication Vehicles requiring refueling or lubrication shall be brought to a portion of the site away from environmentally sensitive areas (such as wetlands, storm drains, culverts,wells, etc.). The operator shall take precautions to ensure that drips spills or seeps do not enter .� the ground. The use of absorbent towels beneath the fuel tank is recommended. 6.0 Inspections and Amendment Reauirements two 6.1 Inspections Maintenance of existing and proposed best management practices (BMPs)to address storm water management facilities during construction is an on-going process. The contractors appointed representative is responsible for performing regular inspections of 15 „� HanV Plaza North King Street ,MA placed around the inlet. The temporary measures will not be removed until permanent stabilization has occurred. A stone construction entry pad will be installed to reduce any off site tracking. Street sweeping will also be utilized in an effort to reduce pollutants in the stormwater. Areas that will not be constructed for some time should not be cleared until the area is ready for development. Stabilization Measures Stabilization of surfaces includes the placement of pavement, stone, and building structures.Any remaining disturbed areas following construction will be loamed and +0 seeded, mulched, landscaped, or planted for final stabilization. Areas that have been completed or that will not be worked-on for more than 14 days 0 should be stabilized with permanent vegetative cover as soon as possible but not more than 14 days after the last construction activity. Surfaces that are disturbed by ongoing construction activities or erosion processes shall be stabilized as soon as possible. Loam will not be placed unless it is to be seeded or otherwise stabilized in an appropriate manner directly thereafter. All disturbed areas will have a minimum of 4 inches of loam placed before being seeded and mulched. Consideration will be given to hydro-mulching, especially on slopes in excess of 3 to 1. Loamed and seeded 00 slopes will be protected from washout by mulching or other acceptable slope protection until vegetation begins to grow. All landscaping and plantings shall be conducted in accordance with approved plans. Temporary seeding or mulching or stonework will be performed on areas that are left bare for more than 14 days but will be under construction sometime in the future. Soil stockpiles stored for twenty-four(24) hours or longer will be provided with any necessary erosion control to prevent erosion and sedimentation, including installation of perimeter haybales/silt fence, silt fabric liner and plastic sheeting, as shown on Figure B and detailed in Attachment G. Solid Waste Waste disposal receptacles and trailers will be used for the disposal of construction debris, which will be removed from site according to state, local and federal guidelines. Construction debris will include pavement, utility, earth and building materials that cannot be reused. The receptacles will be located on-site, covered, and placed well away from the wetland resource areas and catch basins as possible. All machinery will be operated and maintained so as to limit impacts to wetland areas and associated w buffer zones by avoiding leakage of fuel. If stockpiles of debris materials are necessary, perimeter controls or plastic sheeting/covering will be used if deemed necessary during regular site inspections. A concrete washout area will be established as necessary, and utilized. Portable sanitary units will be placed on-site during construction and will be serviced regularly. They will be placed over 100-feet from wetland resource areas wherever possible. 14 Hamp Plaza North King Stmet ,MA 4.2 Temporary and Permanent Erosion Control Practices The CGP requires that construction projects include Best Management Practices (BMPs) to control erosion and sedimentation. The contractor shall be solely responsible for erosion and sedimentation control at the site and shall be responsible for setting up erosion and sedimentation control prior to construction. The contractor will utilize a system of operations and all necessary erosion and sedimentation control measures, even if not specified herein or elsewhere, to minimize erosion damage at the site. The following information explains how potentially polluted discharges will be controlled, .A filtered and conveyed on site.The locations of the proposed BMPs and control measures will be depicted on the site plans included with the SWPPP. Erosion and Sediment Controls Erosion and sediment controls have been incorporated in the design of the site with the objective of retaining sediment on site, filtering and reducing stormwater discharge and protecting wetland and undisturbed areas. A combination of stabilization and structural practices is included to meet the objective, as described in detail below. The following is a list of common temporary and permanent structural erosion control devices, which will be applied: temporary: • haybale/silt fence perimeter control • stone construction entrances • stockpile plastic sheeting, silt fabric liner and haybale perimeter control • storm drain inlet protection (haybale and silt fabric) , permanent: • deep sump catch basins • water quality structures • plantings, pavements and other ground covers Throughout the development project, an erosion control barrier will be installed down MW gradient of work areas to prevent sedimentation migrating from disturbed areas. The erosion control barrier and other erosion and sedimentation control devices, as depicted on the Construction Site Map and detailed in Attachment G, must be installed prior to any land disturbance on the project site. The controls will be inspected on a regular basis (bi-weekly)and an adequate supply of erosion control materials such as haybales, or filter fabric will be appropriately stored onsite in the instance immediate repairs are required. Existing and proposed catch basins and storm drain inlets will be protected from additional sedimentation via filter fabric inserts in the grates, or perimeter haybales 13 ,,,, Hamp Plaza North King Street ,MA 3.5 Sequence of Construction Activities Action I: Installation of sediment and safety controls Action 2: Complete reconstruction/restriping of south parking area. Action 3: Relocate 60-inch drain, and install utility services to new building pad. Action 4: Perform earthwork operations to construct building pad and building. Action 5: Demolish and remove existing building. Action 6: Complete drainage and site lighting systems. Action 7: Perform necessary earthwork to complete parking lot grading, landscape plantings and paving. The project is currently scheduled to begin in early April 2005 and to be substantially complete by early April 2006. 4.0 Storm Water Management Controls 4.1 Potential Sources for Storm Water Contamination Any activities and processes that result either in the generation of storm water or the potential to add pollutants to run-off are subject to the requirements of this document. This includes all areas of land disturbed either through grading, excavating, and construction or material storage areas. Water that comes in contact with the surface of the project site as a result of precipitation (snow, hail, rain, etc.) is considered as storm water associated with construction activity and is subject to the requirements of this SWPPP. • Construction Site Entrance: Vehicles leaving the site can track soil onto public roadways. • Grading Operations: Exposed soils have the potential for erosion and discharge of sediment to off-site areas. • Fugitive Dust: Dust generated by construction vehicles can be deposited in wetlands and waterways. • Foundation/Utility Trench Construction: Excavating for foundations create soil stockpiles with the potential for erosion. • Construction Vehicles: Refueling of vehicles may spill or drip gasoline and diesel fuel onto the ground. On-site maintenance of excavating equipment may drip hydraulic oil, lubricants and antifreeze onto the ground. Concrete trucks are directed to wash out their chutes, etc. at designated areas only and the effluent must be discharged into an Owner-approved BMP and cannot be discharged into the closed drainage system. These concrete washout area(s) shall be as remote and far away from the shorelines and drainage structures as possible. 12 SNARED—ESS - RPIERETICVI �_-- - — WORLD CLASS MARKET \ HAMP PUZA I' lr E x NORTH KING STRECI ` NORTHAMPTON,NA SILT FENCE ,. .... r ......ARP ... (>�) 62,4375.F. A - I i v I E D UNNAMED POND \C\\\\ \\\\\\\\\\\\ s a o ' %1 / ` i IF.vv AVA\AAVVAVVVVVA\AV\V\VA OPARN I I I R'ST F V� /P TEN ORARY EMRIkIN N (V DEEP) ll /02W \� \ DRNNAGE y PRGJE 031 CT N0: 05-00!3- •� � \ INSTKLAIKIN \ � ,n n `\\L DRAWN BY G'v C�ECKED BY -11 / SJEMITTA.LS v \ L \ �1p/01 PE �C21�7/70/01 GENERAL RE1/Ifi/01 PRELIMINARI' \ I INFORMATION CONTAINED IN / THIS SET OF ODIUMENIS IS t\ 1 PROPRIETARY By NAtURE ANY `, '•� p.'F USE OR DISCL05URE 01HER IRAN IUAT WIOCH RELA B ,�\ •� I / p x; STRICTLY PROHIBITElO IG Y IS D. HAY sots Vol g EROSION CONTROL PLAN PHASES I.II R[t7 ,gnl 1001 py \ \ PHASE I WHILE THE ICOWNG SUPERMARKET IS SIR,OPEN Edeards and Kelce '� _ / // ', ArehilectA, n�ineAr�, ANne PHASE II Ait—T THEE NEW SUPERMM lIIS BU STR uOVfO Pn...aN SG PHASE III THE ENTIRE SUPERMARKET IS;RENONED ESA,�PPovo� t e A en'lect na. i THIS PLAN REPRESENTS EH65L2 ONLYI�- MAP MA'-' PHASES II ANO III—BE DESIGNED WHEN A MORE DETNLED COHTRUCTION SCHEDULE IS DEVELOPED GRADING AND DRAINAGE PLAN RIG 10 0 40 80 FEET FIGURE B Harp Plaza North King Street AMA ww • Utilities: Relocate the 60-inch drainage trunkline and provide necessary utility service connections to new building. • Building Pad: Perform earthwork operations to prepare new building pad, and construct building. • Demolish Existing Building: Remove existing building and foundation as necessary. • Leaching and Drainage System: Complete the drainage system as designed. • Parking Lot: Perform necessary site work to complete site lighting, landscaping, paving and striping. AM AM 10 ,, Hamp Plaza North King Street ,MA 3.2 Existing Site Conditions and Adjacent Water bodies The proposed project (the Site), Hamp Plaza is located at 142-188 North King Street, in , MA. The 12.1-acre site is on the west side of North King Street and Pine Brook Curve on the east side of Cooke Avenue and south of the Walmart site. The site is currently developed with retail space in two buildings. Parking areas surround building A and are to the east of building B. Landscape areas are scattered around the edges of the parking lot. The site slopes down from south to north and west to east and varies in elevation from 160 to 145. Under existing conditions, stormwater runoff from roof and parking areas, mostly untreated, is collected in a system of catchbasins and drainage pipes and routed along with offsite runoff through a 60-inch trunkline along the northern property line, outletting into the Connecticut River. 3.3 Total Maximum Daily Load (TMDL) According to the list of Massachusetts'waters maintained by the Department of Environmental Protection Watershed Division, Connecticut River is not listed as an impaired water due to increased limits of pathogens, nutrients and organic enrichment/low dissolved oxygen. Total Maximum Daily Load (TMDL)assessments have not been performed for the pollutants that are on the list. It is unlikely that the proposed project will have an adverse effect on the levels of pollutants listed. 3.4 Description of Proposed Work The proposed improvements to the Site include relocating the existing Big Y Supermarket by constructing a new 62,437 sq. ft. building just north of the existing building, demolishing the existing same size building. It also includes reconstructing the parking and loading areas and site access reducing pavement and providing additional landscape areas. All of the existing retail spaces on the western side of this site will remain open. Significant improvements are proposed to the drainage system. Along with the reduction OP in pavement areas, the drainage system was designed to infiltrate the stormwater runoff from the roof of the new building further reducing flows off the site. The parking lot will be swept on a regular basis, all new catchbasins will have deep sumps and hoods and Stormceptor units are proposed to provide additional water treatment to meet the 80% removal of TSS performance standard. An operations and maintenance plan will ensure that the system functions as designed. The principal components of the work to be performed include the following: • Site preparation: Install erosion controls, safety fencing, and construction trailer layout. 9 92". PROJECT SITE Harnp Plaza 142-188 North King St i Northampton, MA MIJ MF General -- �' �� "'�' �' •� �' ,��,�^�t,�' \� __._..mot t ��t� /n:. �• � �� .. ,� � _ , �� - . • fir► 1 ��► Location 1 ' 1 Plaza Boston, Mawachuseffs Northampton, rr EK Project Number 050013031 / r. • 1 1 1 Hamp Plaza North King Street .MA • Upon completion of the construction activities and final stabilization of the site (i.e.with 70% of the native background vegetation cover and/or completed as 40 designed with no erosion or sediment control issues), the owner/operator and contractor shall both complete and submit a Notice of Termination (NOT) in the same envelope to the US EPA, Storm Water Notice of Termination (4203), 401 M Street, S.W.,Washington, DC 20460. • If the Operator transfers the project to another firm prior to the completion of the project, they will also be required to file an NOT at that time. ' 2.0 Contact List The site personnel contact list for this project is provided in Attachment D. These personnel either have operational control over the plans and specifications or day-today operational control of stipulated construction activities on site to ensure compliance with the SWPPP and Permit Conditions. The duties of these personnel include one or mare of the following: • Implement the Storm Water Pollution Prevention Plan (SWPPP) • Oversee maintenance practices identified as BMPs in the SWPPP • Conduct or provide for inspection and monitoring activities • Identify other potential pollutant sources and make sure that they are added to the plan • Identify any amendments to the SWPPP necessitated by field conditions and make sure they are implemented • Ensure that any design changes during construction are addressed in the SWPPP. 3.0 Project Description 3.1 Site Location • The site is located on North King Street in Northampton, MA (Latitude 42°-20'-25" Longitude 072°-38'-30"). • The site discharges into the Connecticut River. 7 Hamp Plaza North King Street .MA • The completed/submitted NOI form must be posted in a prominent place at the construction site until final stabilization has been achieved. This posting should also include the location where the public can view the SWPPP during normal business hours. A copy of the signed/submitted NOI, the permit number issued by EPA, and a copy of the current CGP will be kept with the SWPPP as well. Aw • Project Speck SWPPP documents are not submitted to the US EPA unless the agency specifically requests a copy for review. However, if the permitting authority requests a SWPPP, the permittee(s)will submit it in a timely manner. Any other records related to the requirements of the COP must be supplied to EPA if requested. • In addition, EPA inspectors will be allowed free and unrestricted access to the project site and all related documentation and records kept under the conditions of the permit. • The permittee is expected to keep all best management practices and stormwater controls operating correctly and maintained regularly. • Any additions to the project,which will significantly change the anticipated discharges of pollutants, must be reported to the EPA. The EPA should also be notified in advance of any anticipated events of noncompliance. The permittee must also orally inform EPA of any discharge,which may endanger health or the environment within 24 hours,with a written report following within 5 days. • In maintaining the SWPPP, all records and supporting documents will be compiled together in an orderly fashion. Inspection reports and amendments to the SWPPP must remain with the document Federal regulations require permittee Cs)to keep their Project Specific SWPPP and all reports and documents for at least three years after the project is complete. • The permittee must remain in compliance with all permit conditions. If noncompliance occurs, it is considered a violation of the Clean Water Act(CWA) and can result in termination of permit coverage. Negligent violation of certain sections of the CWA can result in $2,500 to $25,000 fines per day and/or imprisonment up to one year. Knowingly violating the CWA can result in fines of $5,000 to $50, 000 per day and/or imprisonment up to 3 years. Second offenses ., can result in twice as much. Administrative violations can also be issued. • If the current permit expires while the project is ongoing, the permittee must reapply in order to maintain coverage. • The permittee must comply with all effluent standards for toxic pollutants and sewage sludge, stated in the CWA. • It will not be considered a defense that project activities would have to be suspended in order to remain in compliance with the permit conditions. • The permit does not cover post-construction discharges following final stabilization. *- 6 .. Nw- Hamp Plaza North King Street ,MA Contractor/Operator', or GGC and/or their subcontractors -the responsible party(ies) having day-to-day control of earth-disturbing activities on the site. If subcontractors, with the exception of utility contractors, are hired, language must be added to the SWPPP to identify the portions of the site for which each contractor is responsible. All contractors working on the project will be responsible for stormwater management from construction activities that are contractually their responsibility, and must ensure that their activities are not compromising another contractor's stormwater controls or Best Management Practices (BMPs). As the Contractor/Operator, GGC is responsible for coordinating the erosion and sedimentation controls on site. The purpose of storm water management is to prevent erosion both on the construction site itself and on adjacent undisturbed areas, and to prevent sedimentation of natural watercourses and vegetated areas. This is generally accomplished through both stabilization and structural control practices. Storm water management also addresses pollution prevention using measures to reduce pollutants in storm water as well as using good housekeeping practices on the construction site. The purpose of the SWPPP is to establish requirements and instructions for the management of construction-related storm water discharges. These requirements have been established to comply with applicable federal, state and local laws, regulations and standards. Best Management Practices (BMPs) are one of the major issues addressed by the SWPPP and they will be incorporated in order to mitigate for potential pollutants, sediments, and storm water peak flows, and to dissipate storm water velocities. The SWPPP must meet the three major objectives of the CGP: 1. Identify all potential sources of pollution winch may reasonably be expected to affect the quality of storm water discharges from the construction site; 2. Describe practices to be used to reduce pollutants in storm water discharges from the construction site; and 3. Assure compliance with the terms and conditions of the CGP. A full version of the CGP can be found in Attachment B, as required. 1.2 Procedural Conditions of the CGP • • All contractors/operators involved in clearing, grading and excavation construction activities must sign the appropriate certification statement (see Attachment C), which will remain with the SWPPP. The owner must also sign a certification, which is to remain with the SWPPP in accordance with the signatory requirements of the CGP. • Once the SWPPP is finalized, a signed copy, plus supporting documents, must be held at the project site during construction. Either this copy or another copy must remain available to EPA, State, and Local agencies, and other interested parties during normal business hours. 5 �rw� Hamp Plaza North King Street .MA STORM WATER POLLUTION PREVENTION PLAN AW 1.0 Standard Conditions of the Construction General Permit 1.1 Introduction Edwards and Kelcey, (EK) has directed the preparation of this Storm Water Pollution Prevention Plan (SWPPP)for construction activities associated with the site construction of the site on North King Street, Northampton, Massachusetts. This SWPPP was prepared for the project as part of the requirements for coverage under the Environmental Protection Agency's (EPA) Phase II Rules of the National Pollutant Discharge Elimination System (NPDES) General Permit for Storm Water Discharges from Large and Small Construction Activities in Massachusetts (MAR100000). For construction projects, the implementation of Phase II requires that operators of all common plans of development that disturb more than 1 acre will gain coverage under the Construction General Permit(CGP)by filing a Notice of Intent (NOI) form to the EPA, and by developing and complying with a SWPPP On-site. (Previously, this was only required of projects that disturbed more than 5 acres of land, under the Phase I portion of the stormwater program.) The final CGP for Large and Small Construction Activities in Massachusetts was issued in the Federal Register on July 1, 2003 and enacted by Massachusetts on August 4, 2003. All permit conditions and requirements in this plan have been derived from the text of the CGP. The Contractor shall comply with the requirements of this SWPPP and shall perform his operations in strict conformance with the CGP. Construction is defined by EPA as soil-disturbing activities, such as grading, excavating, and clearing, and/or material storage or maintenance areas that disturb greater than 1 acre of land, including smaller areas of disturbance when part of a larger common plan of development. The regulations require that if the Owner/Operator(entity in control over contract documents) and the Contractor/operator(entity in control over the site operations)of a site are not the same individual/entity, both parties must submit the NOI form for coverage to discharge. Big Y Foods, Inc. is considered the Owner/Operator of the project and has submitted a completed NOI to EPA in conjunction with developing this SWPPP. TBD Construction, Inc (TCI) is considered the Contractor/Operator working for Big Y Foods, Inc. and has also submitted their own NOI as the day-to-day Operator of the site. The same SWPPP covering the site will be utilized and signed by both parties,which is encouraged by EPA to ensure that everyone on site is coordinated with similar goals. Any subcontractor " hired by GGC to perform earth-disturbing activities will be required to sign on to the SWPPP as well. Note: The EPA has identified both the Owner and Contractor as"Operators". For clarification purposes, in the event the term"Operator" is written without a prefix (i.e. Owner/Operator or Contractor/Operator), "Operator' shall mean the . > 4 Hamp Plaza North King Street ,MA TABLE OF CONTENTS (CONTINUED) ATTACHMENT A- NPDES NOTICE OF INTENT AND EPA ACKNOWLEDGEMENT ATTACHMENT B- NPDES CONSTRUCFION GENERAL PERMIT ATTACHMENT C- CERTIFICATIONS ATTACHMENT D- CONTACT LIST ATTACHMENT E- INSPECTION FORMS ATTACHMENT F-SWPPP AMENDMENTS ATTACHMENT G-DETAILS OF PROJECT BMPS 3 TABLE OF CONTENTS 1.0 Standard Conditions of the Construction General Permit 1.1 Introduction 1.2 Procedural Conditions of the CGP 2.0 Contact List 3.0 Project Description 3.1 Site Location a. Figure A—General Location Map 3.2 Existing Site Conditions and Adjacent Water bodies 3.3 Total Maximum Daily Load (TMDL) 3.4 Description of Proposed Work a. Figure B—Construction Site Map 3.5 Sequence of Construction Activities 4.0 Storm Water Management Controls -- 4.1 Potential Sources of Storm Water Contamination 4.2 Temporary and Permanent Erosion Control Practices 5.0 Spill Prevention 5.1 Management of Spills and Releases 5.2 Refueling and Vehicle Lubrication 6.0 Inspections and Amendment Requirements 6.1 Inspections 6.2 Program for Maintenance, Inspection, and Repair of Construction Site BMPs 6.3 Amendment Requirements 7.0 Compliance with Federal, State and Local Regulations Other Permits 7.1 Endangered Species 7.2 Historic Places 7.3 Other Permits 8.0 Post-Construction Storm Water Management Measures 9.0 Certifications 10.0 Notice of Intent and EPA Receipt JA2005 Projects\050013.031\Dminage\SWPPP\BigY SWPPP.doe Q DRAFT STORMWATER POLLUTION PRVENT/ON PLAN For Compliance with EPA NPDES Storm Water Construction General Permit Development Improvements Project HAM P PLAZA 142- 188 North King St NORTHAMPTON, MA Owner: Big Y Foods, Inc 60 Memorial Drive ' Springfield, MA 01102 Contractor: TBD Prepared By: Edwards and Kelcey 343 Congress Street Boston, MA 02210 January 2005 J:12005 Projects\050013.031\Drainagc\SWPPP\BigY SWPPP.doc 4 EROSION & SEDIMENT CONTROL PLAN 10 ow go Edwards and Kelcey 5. Snow storage shall be restricted to areas identified on the attached plan dated 1/15/05. 6. Long term truck parking is prohibited on this site. 7. All compactors storing food waste shall be leakproof. 8. Store/Building Managers shall conduct weekly site inspections for blowing trash and debris. Removal shall be scheduled as required. 9. Maintenance Responsibilities: All post construction maintenance activities low should be documented and kept on file and made available to the Conservation Commission upon request. All post construction maintenance ' activities shall survive the Order of Conditions and shall run with the title of the property. Every effort shall be made to work with the Conservation Commission and the abutters regarding maintenance and operation of stormwater management system components. All structural BMP's as identified on site plans will be owned and low maintained by the owner of the property and shall run with the title of the property. The redevelopment area has been designed with the current Best Management Practices and exceeds DEP's guideline of 80% TSS removal. Although any site construction can impact local hydrology and water quality, the plans as presented incorporate many design features intended to mitigate adverse * effects to downgradient wetlands and aquifers. 4 �, Edwards and Kelcey 5. The entire project area shall be swept upon completion of construction and prior to removal of the erosion control devices. 6. The limit of work shall be clearly marked with signage. Post-Development Activities 1. Pavement: Paved areas shall be swept annually, on or prior to April 1, to remove excess sediments. This will result in a decreased sediment load that the drainage system will have to remove from the runoff. Use of salt for de- icing purposes on paved areas during the winter months should be kept to a minimum to reduce the need for removal and treatment. Utilize salt/sand mixtures and other innovative salt free products to the maximum extent possible. 2. Catch Basins: Catchbasin grates shall be checked periodically and following heavy rainfalls to verify that the inlet openings are not clogged by debris. Debris shall be removed from the grates. Deep sump catch basins shall be inspected and cleaned of all accumulated debris on an annual basis. This cleaning should be performed in the spring after the winter sanding season. Catch basins with hoods shall be inspected to check oil build-up and outlet obstructions. All material removed from catch basins shall be disposed of in accordance with all applicable regulations. 3. Water Quality Structure: The water quality structures shall be inspected annually. Debris and accumulated sediment shall be removed. Dispose of all material removed in accordance with applicable local, state, and federal guidelines and regulations. 4. Infiltration System: The infiltration system shall be inspected at least once per year to ensure that it is operating as intended. Accumulated debris within the system shall be removed as soon as possible. 40 3 Edwards and Kelcey OPERATIONS AND MAINTENANCE PLAN This operations and maintenance plan has been prepared in accordance with the Massachusetts Department of Environmental Protection's Stormwater Management Policy for the property to be know as Hamp Plaza located at 142-188 North King Street in the Town of Northhampton. General Information Project Name: Big Y Type of Development: Retail Address: 142-188 North King Street, Northampton, MA Owner: Big Y Address: 60 Memorial Drive, Springfield, MA Telephone: (413) 504-4742 Manager: John E. Biskup Construction Activities 1. Contact the Conservation Commission at least three (3) days prior to start of on construction. 2. Install the haybales and silt fence as shown on the Grading and Utilities Plan. 3. The contractor shall only disturb the minimum area necessary. 4. Erosion control measures shall be maintained for the duration of the project construction. -2- OPERATION, MAINTENANCE AND INSPECTION PLAN HAM P PLAZA 142- 188 North King St NORTHAMPTON, MA Prepared for: Big Y Foods, Inc 60 Memorial Drive Springfield, MA 01102 Prepared By: Edwards and Kelcey 343 Congress Street Boston, MA 02210 January 2005 JA2005 Projectss\050013.031\Drainage\O&M Plan.doc OPERATION, MAINTENANCE., AND INSPECTION PLAN PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 51 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Link L1: Link 1 Inflow = 52.82 cfs @ 12.10 hrs, Volume= 3.982 of Primary = 52.82 cfs @ 12.10 hrs, Volume= 3.982 af, Atten= 0%, Lag=0.0 min Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link L1: Link 1 Hydrograph Plot 52.82 cfs ! — Inflow 50 — Primary 40 .U, v 3 30 o U. 20 10 0 5 6 7 8 9 *10"1' '1" 121314 15161718 1920 Time (hours) P1 93 of 193 Mks PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 50 HydroCADO6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/20/2005 Pond LCH: Roof Leaching Hydrograph Plot 8.78 cfs 9 Inflow _ — -- Primary 8 7 N 6 3 5 0 4--- . � 3 2 0.06 cfs 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 4W ON W. P192 of 193 po PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 49 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond LCH: Roof Leaching [82]Warning: Early inflow requires earlier time span Inflow = 8.78 cfs @ 12.09 hrs, Volume= 0.680 of Outflow = 0.06 cfs @ 5.65 hrs, Volume= 0.073 af, Atten= 99%, Lag= 0.0 min Primary = 0.06 cfs @ 5.65 hrs, Volume= 0.073 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs P" Peak Elev= 142.96' Storage= 26,418 cf Plug-Flow detention time=299.4 min calculated for 0.073 of (11% of inflow) Elevation Inc.Store Cum.Store (feet) (cubic-feet) (cubic-feet) 139.87 0 0 00 141.37 4,644 4,644 142.12 8,004 12,648 142.87 11,961 24,609 143.62 15,917 40,526 144.37 19,277 59,803 145.87 23,921 83,724 Primary OutFlow (Free Discharge) t1=ExfiItration 2=0rifice/Grate # Routing Invert Outlet Devices 1 Primary 0.00' 0.06 cfs ExfiItration at all elevations 2 Primary 145.20' 8.0"Vert. Orifice/Grate C= 0.600 P191 of 193 PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 48 HydroCAD®6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-S: DMH [91] Warning: Storage range exceeded by 1.16' [79] Warning: Submerged Pond DMH-R Primary device# 1 INLET by 7.35' Inflow = 15.29 cfs @ 12.10 hrs, Volume= 1.110 of Outflow = 15.22 cfs @ 12.10 hrs, Volume= 1.110 af, Atten= 0%, Lag= 0.2 min Primary = 15.22 cfs @ 12.10 hrs, Volume= 1.110 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 147.16' Storage= 119 cf Plug-Flow detention time= 0.1 min calculated for 1.110 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 138.00 13 0 0 146.00 13 104 104 Primary OutFlow (Free Discharge) t-1=Culvert # Routing Invert Outlet Devices 1 Primary 138.00' 12.0" x 5.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 137.60' S= 0.0800 '/' n= 0.013 Cc=0.900 Pond DMH-S: DMH Hydrograph Plot 16 15.22 cfs — Inflow — Primary 14 12 10 c 8 ' U' 6 4 2 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 Time (hours) P190 of 193 P" PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 47 HydroCAD®6 00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-R: DMH Hydrograph Plot 15.29 cfs — Inflow 16 — Primary 14 12 10 3 8 M 6 4 2 0- 1 111111 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 Time (hours) P189 of 193 we PROPOS-3 100 YEAR STORM no Prepared by Edwards and Kelcey Page 46 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-R: DMH ' [91] Warning: Storage range exceeded by 5.62' [85]Warning: Oscillations may require Finer Routing>1 [80] Warning: Exceeded Pond DMH-Q by 2.27'@ 12.10 hrs (7.77 cfs) Inflow = 15.29 cfs @ 12.10 hrs, Volume= 1.110 of *■ Outflow = 15.29 cfs @ 12.10 hrs, Volume= 1.110 af, Atten= 0%, Lag= 0.3 min Primary = 15.29 cfs @ 12.10 hrs, Volume= 1.110 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 151.62' Storage= 154 cf Plug-Flow detention time= 0.1 min calculated for 1.110 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 139.80 13 0 0 146.00 13 81 81 Primary OutFlow (Free Discharge) t-1=Culvert # Routing Invert Outlet Devices 1 Primary 139.80' 12.0" x 39.0' long Culvert RCP, rounded edge headwall, Ke=0.100 Outlet Invert= 138.10' S= 0.04367' n=0.013 Cc= 0.900 Oak .m ON P188 of 193 PROPOS-3 100 YEAR STORM ` Prepared by Edwards and Kelcey Page 45 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-Q: DMH Hydrograph Plot 15.29 Cfs — Inflow 16 — Primary 14 12 ' 10 3 8 4 2 0 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 Time (hours) P187 of 193 ,o PROPOS~3 100 YEAR STORM Prepared by Edwards and Kelcey Page 44 HydroCAD®6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-Q: DMH [82] Warning: Early inflow requires earlier time span [91] Warning: Storage range exceeded by 4.37' [88] Warning: Qout>Qin may require Finer Routing>1 [85] Warning: Oscillations may require Finer Routing>1 [79] Warning: Submerged Pond DMH-P Primary device# 1 INLET by 4.35' Inflow = 15.29 cfs @ 12.09 hrs, Volume= 1.110 of Outflow = 15.29 cfs @ 12.10 hrs, Volume= 1.110 af, Atten=0%, Lag= 0.1 min Primary = 15.29 cfs @ 12.10 hrs, Volume= 1.110 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 149.37' Storage= 96 cf Plug-Flow detention time= 0.2 min calculated for 1.107 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 13 0 0 145.00 13 39 39 Primary OutFlow (Free Discharge) t-1=Culvert # Routing Invert Outlet Devices 1 Primary 142.00' 12.0" x 5.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 139.80' S= 0.44007' n= 0.013 Cc= 0.900 4W P186 of 193 PROPOS-3 100 YEAR STORM Prepared by Edwards and Keicey Page 43 HydroCAD®6 00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-P: DMH Hydrograph Plot 9 8.26`cfs — Inflow 8 — Primary 7 - �. 6 v 5 0 4 U. 3 2 1 0 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) P185 of 193 PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 42 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-P: DMH [82] Warning: Early inflow requires earlier time span [91] Warning: Storage range exceeded by 4.29' [88] Warning: Qout>Qin may require Finer Routing>1 [85] Warning: Oscillations may require Finer Routing>1 Inflow = 8.22 cfs @ 12.09 hrs, Volume= 0.592 of Outflow = 8.26 cfs @ 12.10 hrs, Volume= 0.592 af, Atten= 0%, Lag= 0.5 min Primary = 8.26 cfs @ 12.10 hrs, Volume= 0.592 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 153.29' Storage= 108 cf .. Plug-Flow detention time= 0.2 min calculated for 0.592 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 145.00 13 0 0 149.00 13 52 52 Primary OutFlow (Free Discharge) t--1=Culvert # Routing Invert Outlet Devices 1 Primary 145.00' 12.0" x 170.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 142.00' S= 0.0176 /' n= 0.013 Cc=0.900 P184 of 193 PROPOS-3 100 YEAR STORM ` Prepared by Edwards and Kelcey Page 41 HydroCADO 6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-L: DMH-L [85] Warning: Oscillations may require Finer Routing>1 Inflow = 36.00 cfs @ 12.09 hrs, Volume= 2.743 of Outflow = 36.00 cfs @ 12.09 hrs, Volume= 2.743 af, Atten= 0%, Lag=0.0 min Primary = 36.00 cfs @ 12.09 hrs, Volume= 2.743 of Routing by Stor-Ind method,Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 132.44' Storage=22 cf Plug-Flow detention time= 0.0 min calculated for 2.743 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 130.73 13 0 0 151.00 13 264 264 Primary OutFlow (Free Discharge) 't-1=Culvert # Routing Invert Outlet Devices 1 Primary 130.73' 60.0" x 471.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 125.37' S= 0.01147' n= 0.013 Cc= 0.900 Pond DMH-L: DMH-L Hydrograph Plot 40 36.00 cfs — Inflow 35 — Primary �• 30 25 - - u 3 20 0 15 10 5 0 5 6 7 8 9 10 11 1213 14 15 16 17 18 1920 Time (hours) P183 of 193 PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 40 HydroCAD®6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-J: DMH-J Hydrograph Plot 40 36.00 CTS -- Inflow 35 — Primary 30 4 25 " 3 20 c U: 15 10 5 _ . 0 " 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 Time (hours) W ,w up .V am Am .o P182 of 193 PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 39 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-J: DMH-J [91] Warning: Storage range exceeded by 3.77' [85] Warning: Oscillations may require Finer Routing>1 [80] Warning: Exceeded Pond DMH-G by 8.53' @ 12.10 hrs (31.90 cfs) [80] Warning: Exceeded Pond DMH-I by 0.64' @'12.10 hrs(3.95 cfs) Inflow = 36.02 cfs @ 12.09 hrs, Volume= 2.743 of Outflow = 36.00 cfs @ 12.09 hrs, Volume= 2.743 af, Atten= 0%, Lag= 0.2 min Primary = 36.00 cfs @ 12.09 hrs, Volume= 2.743 of Routing by Stor-Ind method,Time Span= 5.00-20.00 hrs, dt= 0.05 hrs w Peak Elev= 153.77' Storage= 158 cf Plug-Flow detention time= 0.1 min calculated for 2.734 of(100%of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 141.60 13 0 0 150.00 13 109 109 Primary OutFlow (Free Discharge) t-1=Culvert # Routing Invert Outlet Devices 1 Primary 141.60' 18.0" x 68.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 137.50' S= 0.0603T n= 0.013 Cc= 0.900 P181 of 193 w PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 38 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-I: DMH-1 Hydrograph Plot 15.83 cfs 16 — Inflow — Primary 14 , 12 10 0 8 U. 6 4 2 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 Time (hours) P180 of 193 PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 37 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 so Pond DMH-I: DMH-1 [82] Warning: Early inflow requires earlier time span [91] Warning: Storage range exceeded by 2.12' [88]Warning: Qout>Qin may require Finer Routing>1 [85]Warning: Oscillations may require Finer Routing>1 [80]Warning: Exceeded Pond DMH-H by 3.27' @ 12.10 hrs (5.95 cfs) Inflow = 15.79 cfs @ 12.09 hrs, Volume= 1.187 of Outflow = 15.83 cfs @ 12.09 hrs, Volume= 1.187 af, Atten=0%, Lag= 0.3 min Primary = 15.83 cfs @ 12.09 hrs, Volume= 1.187 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 153.12' Storage= 116 cf Plug-Flow detention time= 0.2 min calculated for 1.183 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 144.20 13 0 0 151.00 13 88 88 pa Primary OutFlow (Free Discharge) t--1=Culvert # Routing Invert Outlet Devices 1 Primary 144.20' 15.0" x 124.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 141.70' S= 0.0202 '/' n=0.013 Cc= 0.900 40 on P1 79 of 193 an PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 36 ON HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-H: DMH-H ow Hydrograph Plot 7.08 cfs "" — Inflow 7 — Primary w 5 .... 4 0 u- 3 2 1 0 5 6 7 8 9 1011 12 1314 1516 17 18 19 20 Time (hours) P1 78 of 193 PO PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 35 HydroCAD®6 00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 ! ' Pond DMH-H: DMH-H [82] Warning: Early inflow requires earlier time span [88] Warning: Qout>Qin may require Finer Routing>1 [85] Warning: Oscillations may require Finer Routing>1 Inflow = 7.06 cfs @ 12.09 hrs, Volume= 0.529 of Outflow = 7.08 cfs @ 12.09 hrs, Volume= 0.529 af, Atten= 0%, Lag=0.3 min Primary = 7.08 cfs @ 12.09 hrs, Volume= 0.529 of Routing by Stor-Ind method,Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 149.83' Storage= 56 cf Plug-Flow detention time= 0.3 min calculated for 0.529 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 145.50 13 0 0 150.00 13 59 59 Primary Outflow (Free Discharge) t--1=Culvert # Routing Invert Outlet Devices 1 Primary 145.50' 12.0" x 82.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 144.20' S= 0.01597' n= 0.013 Cc= 0.900 e. > P177 of 193 me PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 34 Wo HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-G: DMH-G '* Hydrograph Plot 15.90 cfs 16 — Inflow so — Primary 14 ... 12 10 0 8 LL 6 4 2 0 �. 5 6 7 8 9 10 11 121314 15161718 1920 Time (hours) 4W .f, 00 an P176 of 193 PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 33 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-G: DMH-G [82] Warning: Early inflow requires earlier time span [88] Warning: Qout>Qin may require Finer Routing>1 [80] Warning: Exceeded Pond DMH-F by 0.03' @ 12.10 hrs (1.70 cfs) Inflow = 15.87 cfs @ 12.09 hrs, Volume= 1.238 of Outflow = 15.90 cfs @ 12.09 hrs, Volume= 1.238 af, Atten=0%, Lag=0.1 min Primary = 15.90 cfs @ 12.09 hrs, Volume= 1.238 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 145.21' Storage=42 cf Plug-Flow detention time= 0.1 min calculated for 1.238 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 13 0 0 150.00 13 104 104 Primary OutFlow (Free Discharge) 't-1=Culvert # Routing Invert Outlet Devices 1 Primary 142.00' 18.0" x 32.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 141.60' S= 0.0125 /' n=0.013 Cc= 0.900 P175 of 193 PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 32 .s HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-F: DMH-F Hydrograph Plot 13.62 cfs 14 — Inflow — Primary WA 10 � 8 0 U 6 4 2 0 5 6 7 i­6'­1' 0 11 12 13 14 15 16 17 18 1920 Time (hours) P174 of 193 PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 31 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-F: DMH-F [82] Warning: Early inflow requires earlier time span "! [88] Warning: Qout>Qin may require Finer Routing>1 [85] Warning: Oscillations may require Finer Routing>1 [79] Warning: Submerged Pond DMH-C Primary device# 1 OUTLET by 2.97' w„ [80] Warning: Exceeded Pond LCH by 3.01' @ 12.10 hrs (0.06 cfs) Inflow = 13.60 cfs @ 12.09 hrs, Volume= 1.063 of Outflow = 13.62 cfs @ 12.09 hrs, Volume= 1.063 af, Atten= 0%, Lag=0.1 min Primary = 13.62 cfs @ 12.09 hrs, Volume= 1.063 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 145.19' Storage= 39 cf Plug-Flow detention time=0.2 min calculated for 1.063 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.20 13 0 0 150.00 13 101 101 4-0 Primary OutFlow (Free Discharge) t--1=Culvert # Routing Invert Outlet Devices 1 Primary 142.20' 18.0" x 40.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 142.00' S= 0.00507' n= 0.013 Cc= 0.900 P173 of 193 4M PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 30 go HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-C: DMH-C Hydrograph Plot 9 8.10 cfs — Inflow 8 _ — Primary 7 6 5 0 4 UL 3 2 1 0 '1' 6 7 8 9 011 12 131415161718 1920 5 Time (hours) P172 of 193 OR PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 29 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-C: DMH-C [88]Warning: Qout>Qin may require Finer Routing>1 [85] Warning: Oscillations may require Finer Routing>1 [80] Warning: Exceeded Pond DMH-A by 1.43' @ 12.10 hrs (3.63 cfs) [79] Warning: Submerged Pond DMH-B Primary device# 1 OUTLET by 1.24' Inflow = 8.09 cfs @ 12.09 hrs, Volume= 0.581 of Outflow = 8.10 cfs @ 12.09 hrs, Volume= 0.581 af, Atten= 0%, Lag= 0.0 min Primary = 8.10 cfs @ 12.09 hrs, Volume= 0.581 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Bev= 150.94' Storage= 16 cf Plug-Flow detention time= 0.1 min calculated for 0.580 of(100%of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 149.70 13 0 0 154.00 13 56 56 Primary OutFlow (Free Discharge) 't-1=Culvert # Routing Invert Outlet Devices 1 Primary 149.70' 18.0" x 208.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 142.20' S= 0.0361 T n= 0.013 Cc=0.900 P171 of 193 PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 28 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-B: DMH-B Hydrograph Plot 5.94 cfs 6 — Inflow — Primary 5 v 4 .� 0 3 2 1 0 , 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) .w P170 of 193 PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 27 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-B: DMH-B [82] Warning: Early inflow requires earlier time span [88] Warning: Qout>Qin may require Finer Routing>1 [85] Warning: Oscillations may require Finer Routing>1 Inflow = 5.93 cfs @ 12.09 hrs, Volume= 0.426 of Outflow = 5.94 cfs @ 12.09 hrs, Volume= 0.426 af, Atten= 0%, Lag=0.1 min Primary = 5.94 cfs @ 12.09 hrs, Volume= 0.426 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 153.82' Storage= 24 cf Plug-Flow detention time= 0.2 min calculated for 0.424 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.00 13 0 0 156.00 13 52 52 Primary OutFlow (Free Discharge) 't--1=Culvert # Routing Invert Outlet Devices 1 Primary 152.00' 12.0" x 58.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 149.70' S= 0.0397 /' n= 0.013 Cc= 0.900 P169 of 193 +A PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 26 _HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-A: DMH-A Hydrograph Plot 2.15 Cfs — Inflow 2 — Primary .� 1 U. .� ow 5 6 7 8 9 1011 12 1314 1516 17 18 19 20 Time (hours) .. we P168 of 193 PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 25 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-A: DMH-A [82] Warning: Early inflow requires earlier time span [88] Warning: Qout>Qin may require Finer Routing>1 [85] Warning: Oscillations may require Finer Routing>1 Inflow = 2.15 cfs @ 12.09 hrs, Volume= 0.156 of Outflow = 2.15 cfs @ 12.09 hrs, Volume= 0.156 af, Atten= 0%, Lag=0.1 min Primary = 2.15 cfs @ 12.09 hrs, Volume= 0.156 of Routing by Stor-Ind method, Time Span=5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 149.51' Storage= 9 cf Plug-Flow detention time= 0.3 min calculated for 0.155 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 148.84 13 0 0 156.00 13 93 93 Primary OutFlow (Free Discharge) t-1=Culvert # Routing Invert Outlet Devices 1 Primary 148.84' 12.0" x 102.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 146.20' S= 0.02597' n= 0.013 Cc= 0.900 P167 of 193 PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 24 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment R-28: ROOF "' Runoff = 8.78 cfs @ 12.09 hrs, Volume= 0.680 of No Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 62,437 98 Roof Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment R-28: ROOF Hydrograph Plot 8.78 cfS 9 — Runoff 8 7 6 - _ 3 5 .. 0 ME 4 3 2 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P166 of 193 PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 23 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-9: CB-9 Runoff = 4.02 cfs @ 12.09 hrs, Volume= 0.301 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 4,590 74 >75% Grass cover, Good, HSG C 24,765 98 Paved parking & roofs 29,355 94 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-9: CB-9 Hydrograph Plot 4.02"cfs — Runoff 4 ... 3 3 2 o 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P165 of 193 PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 22 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-7: CB-7 Runoff = 1.92 cfs @ 12.09 hrs, Volume= 0.139 of Runoff by SCS TR-20 method, UH=SCS, Time Span=5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 4,713 74 >75% Grass cover, Good, HSG C 9,986 98 Paved parking & roofs .R 14,699 90 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) .(ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-7: CB-7 Hydrograph Plot 2 1 — Runoff up 0 1 0 5 6 7 8 9 10 11 12 13 14 15"1'.6. 17 18 19 20 Time (hours) P164 of 193 PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 21 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-6: CB-6 Runoff = 4.01 cfs @ 12.09 hrs, Volume= 0.287 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 13,352 74 >75% Grass cover, Good, HSG C 18,276 98 Paved parking & roofs 31,628 88 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-6: CB-6 Hydrograph Plot Runoff 4 3 3 2 u. 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P163 of 193 .. PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 20 "" HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-5: CB-5 Runoff = 1.13 cfs @ 12.09 hrs, Volume= 0.083 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 2,111 74 >75% Grass cover, Good, HSG C 6,280 98 Paved parking & roofs 8,391 92 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-5: CB-5 * Hydrograph Plot 1.13 cfs — Runoff 0 .R 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P162 of 193 PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 19 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 !!' Subcatchment CB-3(EX): CB-3 Runoff = 0.63 cfs @ 12.09 hrs, Volume= 0.046 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 1,161 74 >75% Grass cover, Good, HSG C 3,545 98 Paved parking & roofs 4,706 92 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-3(EX): CB-3 Hydrograph Plot 0.7 — Runoff 3 0.6 0.4 0 0.3 LL 0.2 0.1 0 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) �r P161 of 193 .o PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 18 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-24(EX): CB-24 Runoff = 2.60 cfs @ 12.09 hrs, Volume= 0.200 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 1,155 74 >75% Grass cover, Good, HSG C 17,413 98 Paved parking & roofs 18,568 97 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-24(EX): CB-24 Hydrograph Plot AM L_Runoff 2 3 0 u- 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P160 of 193 PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 17 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-23: CB-23 Runoff = 3.77 cfs @ 12.09 hrs, Volume= 0.266 of fo Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 15,721 74 >75% Grass cover, Good, HSG C 15,039 98 Paved parking & roofs 30,760 86 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-23: CB-23 Hydrograph Plot 4 3.77 cfs — Runoff 3 v 3 2 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P1 59 of 193 PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 16 HydroCADO 6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-22: CB-22 .� Runoff = 0.68 cfs @ 12.09 hrs, Volume= 0.052 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 4,807 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc , Subcatchment CB-22: CB-22 Hydrograph Plot 0.7 0.68 cfs — Runoff 0.6 0.5 , 0.4 —° 0.3 0.2 0.1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P158 of 193 PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 15 Hydr^CAD®6 00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-21(EX): CB-21(EX) Runoff = 1.66 cfs @ 12.09 hrs, Volume= 0.128 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11124-hr Rainfall=6.40" Area (sf) CN Description 11,789 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-21(EX): CB-21(EX) „ Hydrograph Plot 1.66 cfs — Runoff 3 0 u. 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P157 of 193 PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 14 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-20: CB-20 Runoff = 4.30 cfs @ 12.09 hrs, Volume= 0.319 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 6,673 74 >75% Grass cover, Good, HSG C 25,030 98 Paved parking & roofs 31,703 93 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-20: CB-20 do Hydrograph Plot 4:3pcfs` — Runoff " 4 3 0 LL 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) aw P1 56 of 193 PROPOS-3 100 YEAR STORM PO Prepared by Edwards and Kelcey Page 13 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 ! ' Subcatchment CB-2(EX): CB-2 Runoff = 0.17 cfs @ 12.09 hrs, Volume= 0.012 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 1,450 74 >75% Grass cover, Good, HSG C 238 98 Paved parking & roofs 1,688 77 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc ? ! Subcatchment CB-2(EX): CB-2 Hydrograph Plot 0.18 0.17 cfs — Runoff 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 5 6 7 8 9 1011 12 1314 15 16 17 18 19 20 Time (hours) P155 of 193 PROPOS-3 100 YEAR STORM ,w Prepared by Edwards and Kelcey Page 12 HydroCADO 6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-19: CB-19 Runoff = 2.26 cfs @ 12.09 hrs, Volume= 0.175 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 206 74 >75% Grass cover, Good, HSG C 15,829 98 Paved parking & roofs 16,035 98 Weighted Average Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-19: CB-19 Hydrograph Plot — Runoff 2 v 0 1 LJ u` 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P154 of 193 PROPOS-3 100 YEAR STORM P� Prepared by Edwards and Kelcey g r HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-17: CB-17 Runoff = 5.35 cfs @ 12.09 hrs, Volume= 0.377 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 21,210 74 >75% Grass cover, Good, HSG C 22,419 98 Paved parking & roofs _ t v 43,629 86 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-17: CB-17 Hydrograph Plot 5:35 ,ufs — Runoff 5 4 v 3 0 2 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P153 of 193 PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 10 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-16: CB-16 Runoff = 2.87 cfs @ 12.09 hrs, Volume= 0.215 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs,dt= 0.05 hrs Type III 24-hr Rainfall=6.40" no Area (sf) CN Description 3,769 74 >75% Grass cover, Good, HSG C 17,203 98 Paved parking & roofs 20,972 94 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-16: CB-16 Hydrograph Plot 3 — Runoff u 2 c LL. 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) d* P152 of 193 PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 9 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-15: CB-15 Runoff = 2.72 cfs @ 12.09 hrs, Volume= 0.207 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 1,814 74 >75% Grass cover, Good, HSG C 17,709 98 Paved parking & roofs 19,523 96 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-15: CB-15 Hydrograph Plot 3 2."T2 cfs _ — Runoff 2 U. 3 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P151 of 193 om PROPOS~3 100 YEAR STORM am Prepared by Edwards and Kelcey Page 8 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-14: CB-14 Runoff = 4.34 cfs @ 12.09 hrs, Volume= 0.322 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 6,383 74 >75% Grass cover, Good, HSG C 25,653 98 Paved parking & roofs 32,036 93 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-14: CB-14 Hydrograph Plot 4,.34 — Runoff 4 3 0 2 U. 1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) , P150 of 193 PROPOS-•3 100 YEAR STORM Prepared by Edwards and Kelcey Page 7 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 I'm Subcatchment CB-13: CB-13 Runoff = 4.01 cfs @ 12.09 hrs, Volume= 0.302 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" _ Area (sf) CN Description 3,780 74 >75% Grass cover, Good, HSG C P• 25,217 98 Paved parking & roofs 28,997 95 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-13: CB-13 Hydrograph Plot 4.01 cfs — Runoff 4 3 0 2 U. 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P149 of 193 PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 6 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-12: CB-12 Runoff = 4.71 cfs @ 12.09 hrs, Volume= 0.356 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 3,795 74 >75% Grass cover, Good, HSG C 30,301 98 Paved parking & roofs 34,096 95 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) .. 6.0 Direct Entry,Min Tc Subcatchment CB-12: CB-12 Hydrograph Plot 5 4.71 cfs — Runoff 4 0 3 o U 2 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P148 of 193 PROPOS-3 100 YEAR STORM to Prepared by Edwards and Kelcey Page 5 HydroCAD®6 00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-11: CB-11 Runoff = 1.43 cfs @ 12.09 hrs, Volume= 0.108 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 1,174 74 >75% Grass cover, Good, HSG C 9,167 98 Paved parking & roofs 10,341 95 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-11: CB-11 Hydrograph Plot 1.4 dS -'I Runoff U. 3 0 5 6 ' ­i ­ '8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P147 of 193 PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 4 .. HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-1(EX): CB-1 Runoff = 0.22 cfs @ 12.09 hrs, Volume= 0.015 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 2,404 74 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-1(EX): CB-1 Hydrograph Plot 0.25 0:22 cfs -- Runoff 0.2 -4 0.15 v v 3 0 0.1 0.05 0 5 6 7 8 9 1011 12 1314151617181920 Time (hours) P146 of 193 PROPOS~3 100 YEAR STORM Prepared by Edwards and Kelcey Page 3 HydroCAD®6 00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-Q: DMH Peak Storage=96 cf Inflow= 15.29 cfs 1.110 of Primary= 15.29 cfs 1.110 of Outflow= 15.29 cfs 1.110 of Pond DMH-R: DMH Peak Storage= 154 cf Inflow= 15.29 cfs 1.110 of Primary= 15.29 cfs 1.110 of Outflow= 15.29 cfs 1.110 of Pond DMH-S: DMH Peak Storage= 119 cf Inflow= 15.29 cfs 1.110 of Primary= 15.22 cfs 1.110 of Outflow= 15.22 cfs 1.110 of Pond LCH: Roof Leaching Peak Storage=26,418 cf Inflow=8.78 cfs 0.680 of Primary=0.06 cfs 0.073 of Outflow=0.06 cfs 0.073 of Link L1: Link 1 Inflow= 52.82 cfs 3.982 of ps Primary= 52.82 cfs 3.982 of Runoff Area= 10.527 ac Volume=4.590 of Average Depth=5.23" ON P145 of 193 PROPOS~3 100 YEAR STORM Prepared by Edwards and Kelcey Page 2 HydroCAD®6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-3(EX): CB-3 ., Tc=6.0 min CN=92 Area=4,706 sf Runoff=0.63 cfs 0.046 of Subcatchment CB-5: CB-5 Tc=6.0 min CN=92 Area=8,391 sf Runoff= 1.13 cfs 0.083 of Subcatchment CB-6: CB-6 Tc=6.0 min CN=88 Area=31.628 sf Runoff=4.01 cfs 0.287 of Subcatchment CB-7: CB-7 Tc=6.0 min CN=90 Area=14.699 sf Runoff= 1.92 cfs 0.139 of Subcatchment CB-9: CB-9 Tc=6.0 min CN=94 Area=29.355 sf Runoff=4.02 cfs 0.301 of Subcatchment R-28: ROOF Tc=6.0 min CN=98 Area=62.437 sf Runoff=8.78 cfs 0.680 of Pond DMH-A: DMH-A Peak Storage=9 cf Inflow=2.15 cfs 0.156 of Primary=2.15 cfs 0.156 of Outflow=2.15 cfs 0.156 of Pond DMH-B: DMH-B Peak Storage=24 cf Inflow= 5.93 cfs 0.426 of Primary=5.94 cfs 0.426 of Outflow= 5.94 cfs 0.426 of Pond DMH-C: DMH-C Peak Storage= 16 cf Inflow=8.09 cfs 0.581 of Primary=8.10 cfs 0.581 of Outflow=8.10 cfs 0.581 of Pond DMH-F: DMH-F Peak Storage=39 cf Inflow= 13.60 cfs 1.063 of Primary= 13.62 cfs 1.063 of Outflow= 13.62 cfs 1.063 of Pond DMH-G: DMH-G Peak Storage=42 cf Inflow= 15.87 cfs 1.238 of Primary= 15.90 cfs 1.238 of Outflow= 15.90 cfs 1.238 of ..� Pond DMH-H: DMH-H Peak Storage=56 cf Inflow= 7.06 cfs 0.529 of Primary=7.08 cfs 0.529 of Outflow= 7.08 cfs 0.529 of Pond DMH-I: DMH-I Peak Storage= 116 cf Inflow= 15.79 cfs 1.187 of Primary= 15.83 cfs 1.187 of Outflow= 15.83 cfs 1.187 of Pond DMH-J: DMH-J Peak Storage= 158 cf Inflow=36.02 cfs 2.743 of Primary= 36.00 cfs 2.743 of Outflow=36.00 cfs 2.743 of Pond DMH-L: DMH-L Peak Storage=22 cf Inflow=36.00 cfs 2.743 of Primary=36.00 cfs 2.743 of Outflow=36.00 cfs 2.743 of Pond DMH-P: DMH Peak Storage= 108 cf Inflow=8.22 cfs 0.592 of Primary=8.26 cfs 0.592 of Outflow=8.26 cfs 0.592 of P144 of 193 00 PROPOS-3 100 YEAR STORM Prepared by Edwards and Kelcey Page 1 HydroCAD®6 00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=6.40" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment CB-1(EX): CB-1 Tc=6.0 min CN=74 Area=2,404 sf Runoff=0.22 cfs 0.015 of Subcatchment CB-11: CB-11 Tc=6.0 min CN=95 Area=10,341 sf Runoff= 1.43 cfs 0.108 of Subcatchment CB-12: CB-12 Tc=6.0 min CN=95 Area=34,096 sf Runoff=4.71 cfs 0.356 of Subcatchment CB-13: CB-13 Tc=6.0 min CN=95 Area=28,997 sf Runoff=4.01 cfs 0.302 of ON Subcatchment CB-14: CB-14 Tc=6.0 min CN=93 Area=32,036 sf Runoff=4.34 cfs 0.322 of Subcatchment CB-15: CB-15 Tc=6.0 min CN=96 Area=19,523 sf Runoff=2.72 cfs 0.207 of Subcatchment CB-16: CB-16 Tc=6.0 min CN=94 Area=20,972 sf Runoff=2.87 cfs 0.215 of Subcatchment CB-17: CB-17 Tc=6.0 min CN=86 Area=43,629 sf Runoff= 5.35 cfs 0.377 of Subcatchment CB-19: CB-19 Tc=6.0 min CN=98 Area=16,035 sf Runoff=2.26 cfs 0.175 of Subcatchment CB-2(EX): CB-2 Tc=6.0 min CN=77 Area=1,688 sf Runoff=0.17 cfs 0.012 of Subcatchment CB-20: CB-20 Tc=6.0 min CN=93 Area=31,703 sf Runoff=4.30 cfs 0.319 of � Subcatchment CB-21(EX): CB-21(EX) Tc=6.0 min CN=98 Area=11,789 sf Runoff= 1.66 cfs 0.128 of Subcatchment CB-22: CB-22 Tc=6.0 min CN=98 Area=4,807 sf Runoff=0.68 cfs 0.052 of Subcatchment CB-23: CB-23 ! * Tc=6.0 min CN=86 Area=30,760 sf Runoff= 3.77 cfs 0.266 of Subcatchment CB-24(EX): CB-24 Tc=6.0 min CN=97 Area=18,568 sf Runoff=2.60 cfs 0.200 of P143 of 193 WA PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 47 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Link L1: Link 1 Inflow = 35.63 cfs @ 12.09 hrs, Volume= 2.666 of Primary = 35.63 cfs @ 12.09 hrs, Volume= 2.666 af, Atten=0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link L1: Link 1 Hydrograph Plot 35.63 cfs -- Inflow 35 — Primary 30 25 v 3 20 0 U: 15 10 5 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 Time (hours) P142 of 193 PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 46 HydroCADO 6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/20/2005 Pond LCH: Roof Leaching Hydrograph Plot 6.15 Cfs — Inflow 6 — Primary 5 ,,u-' 4 0 3-:- - 2 - 1 0.06 CIS 0 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) P141 of 193 PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 45 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond LCH: Roof Leaching [82] Warning: Early inflow requires earlier time span Inflow = 6.15 cfs @ 12.09 hrs, Volume= 0.473 of Outflow = 0.06 cfs @ 6.20 hrs, Volume= 0.072 af, Atten= 99%, Lag= 0.0 min Primary = 0.06 cfs @ 6.20 hrs, Volume= 0.072 of A„ Routing by Stor-Ind method, Time Span=5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 142.42' Storage= 17,471 cf Plug-Flow detention time= 261.9 min calculated for 0.072 of(15% of inflow) Elevation Inc.Store Cum.Store .,. (feet) (cubic-feet) (cubic-feet) 139.87 0 0 141.37 4,644 4,644 142.12 8,004 12,648 142.87 11,961 24,609 143.62 15,917 40,526 144.37 19,277 59,803 145.87 23,921 83,724 Primary OutFlow (Free Discharge) 1:1=Exf ltration 2=Orifice/Grate # Routing Invert Outlet Devices 1 Primary 0.00' 0.06 cfs Exfiltration at all elevations 2 Primary 145.20' 8.0"Vert. Orifice/Grate C= 0.600 P140 of 193 PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 44 HydroCAD®6 00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-S: DMH [79] Warning: Submerged Pond DMH-R Primary device# 1 INLET by 2.49' Inflow = 10.04 cfs @ 12.10 hrs, Volume= 0.720 of Outflow = 10.03 cfs @ 12.10 hrs, Volume= 0.720 af, Atten= 0%, Lag=0.2 min Primary = 10.03 cfs @ 12.10 hrs, Volume= 0.720 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 142.29' Storage= 56 cf Plug-Flow detention time= 0.1 min calculated for 0.720 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 138.00 13 0 0 146.00 13 104 104 Primary OutFlow (Free Discharge) 't-1=Culvert # Routing Invert Outlet Devices on 1 Primary 138.00' 12.0" x 5.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 137.60' S= 0.0800 '/' n= 0.013 Cc=0.900 Pond DMH-S: DMH Hydrograph Plot 11 4.:P cfs — Inflow 10 _ Primary 9 8 7 � 6 0 5 _ . � 4 3 2 1 0 5 6 7 8 9 10 11 121314 15 16 17 18 1920 Time (hours) P139 of 193 am PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 43 an HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-R: DMH an [85) Warning: Oscillations may require Finer Routing>1 [79] Warning: Submerged Pond DMH-Q Primary device# 1 INLET by 3.00' Inflow = 10.06 cfs @ 12.09 hrs, Volume= 0.720 of Outflow = 10.04 cfs @ 12.10 hrs, Volume= 0.720 af, Atten= 0%, Lag= 0.2 min Primary = 10.04 cfs @ 12.10 hrs, Volume= 0.720 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 145.00' Storage= 68 cf Plug-Flow detention time= 0.1 min calculated for 0.720 of(100% of inflow) Storage and wetted areas determined by Prismatic sections ••® Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 139.80 13 0 0 146.00 13 81 81 Primary OutFlow (Free Discharge) ' t--1=Culvert # Routing Invert Outlet Devices .. 1 Primary 139.80' 12.0" x39*0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Inve = 138.10' S= 0.0436 /' n= 0.013 Cc= 0.900 Pond DMH-R: DMH Hydrograph Plot Inflow 10 9 — Primary , 8 7 v 6 0 5 u. 4 3 2 1 0 5 6 7 8 9 10 11 121314 15 16 17 18 1920 Time (hours) P138 of 193 PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 42 HydroCAD®6 00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-Q: DMH Hydrograph Plot 11 10.06 cfs — Inflow 10 — Primary 9 8 7 � 6 0 5 u- 4 3 2 1 -,j 0 5 6 7 W­6­1'6 11 121314 15161718 1920 Time (hours) P137 of 193 as PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 41 .. HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-Q: DMH [82] Warning: Early inflow requires earlier time span [91] Warning: Storage range exceeded by 1.17' [88] Warning: Qout>Qin may require Finer Routing>1 [85] Warning: Oscillations may require Finer Routing>1 [79] Warning: Submerged Pond DMH-P Primary device# 1 INLET by 1.16' Inflow = 10.04 cfs @ 12.09 hrs, Volume= 0.720 of Outflow = 10.06 cfs @ 12.09 hrs, Volume= 0.720 af, Atten= 0%, Lag= 0.2 min Primary = 10.06 cfs @ 12.09 hrs, Volume= 0.720 of Routing by Stor-Ind method, Time.Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 146.17' Storage= 54 cf Plug-Flow detention time= 0.2 min calculated for 0.720 of(100%of inflow) Storage and wetted areas determined by Prismatic sections .w Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 13 0 0 145.00 13 39 39 Primary OutFow (Free Discharge) , t--1=Culvert # Routing Invert Outlet Devices 1 Primary 142.00' 12.0" x 5.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 .� Outlet Invert= 139.80' S=0.44007' n=0.013 Cc= 0.900 P1 36 of 193 PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 40 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-P: DMH [82] Warning: Early inflow requires earlier time span [85] Warning: Oscillations may require Finer Routing>1 Inflow = 5.39 cfs @ 12.09 hrs, Volume= 0.380 of Outflow = 5.34 cfs @ 12.09 hrs, Volume= 0.380 af, Atten= 1%, Lag=0.3 min Primary = 5.34 cfs @ 12.09 hrs, Volume= 0.380 of OR Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 147.62' Storage= 34 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) PP Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 145.00 13 0 0 149.00 13 52 52 Primary OutFlow (Free Discharge) t-1=Culvert # Routing Invert Outlet Devices 1 Primary 145.00' 12.0" x 170.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 142.00' S= 0.0176 '/' n= 0.013 Cc= 0.900 Pond DMH-P: DMH Hydrograph Plot 6 5.34 cfs — Inflow 5 — Primary 4 c U. 2 0 5 6 7 1­'6­1' 0 11 12 13 14 15 16 17 18 19 20 Time (hours) P135 of 193 PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 39 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/2012005 Pond DMH-L: DMH-L [88] Warning: Qout>Qin may require Finer Routing>1 Inflow = 24.46 cfs @ 12.09 hrs, Volume= 1.857 of Outflow = 24.46 cfs @ 12.09 hrs, Volume= 1.857 af, Atten= 0%, Lag= 0.0 min Primary = 24.46 cfs @ 12.09 hrs, Volume= 1.857 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 132.12' Storage= 18 cf Plug-Flow detention time=0.0 min calculated for 1.850 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 130.73 13 0 0 151.00 13 264 264 Primary OutFlow (Free Discharge) 't--1=Culvert .. # Routing Invert Outlet Devices 1 Primary 130.73' 60.0" x 471.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 125.37' S=0.0114 'P n=0.013 Cc=0.900 Pond DMH-L: DMH-L Hydrograph Plot 24.46 cfs -- Inflow 25 -- Primary 20 w 015- o M 10 5 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 Time (hours) P134 of 193 PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 38 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-J: DMH-J Hydrograph Plot 24.46 cfs — Inflow 25 — Primary 20 15 3 10 5 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 Time (hours) P133 of 193 go PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 37 am HydroCAD®6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-J: DMH-J No [88]Warning: Qout>Qin may require Finer Routing>1 [85] Warning: Oscillations may require Finer Routing>1 A [80] Warning: Exceeded Pond DMH-G by 2.72'@ 12.10 hrs (18.02 cfs) [79] Warning: Submerged Pond DMH-I Primary device# 1 INLET by 2.56' Inflow = 24.44 cfs @ 12.09 hrs, Volume= 1.857 of ." Outflow = 24.46 cfs @ 12.09 hrs, Volume= 1.857 af, Atten=0%, Lag=0.1 min Primary = 24.46 cfs @ 12.09 hrs, Volume= 1.857 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 146.79' Storage=67 cf Plug-Flow detention time = 0.1 min calculated for 1.857 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 141.60 13 0 0 150.00 13 109 109 Primary OutFlow (Free Discharge) t--1=Culvert # Routing Invert Outlet Devices 1 Primary 141.60' 18.0" x 68.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 , . Outlet Invert= 137.50' S= 0.0603T n= 0.013 Cc= 0.900 .r P132 of 193 PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 36 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-I: DMH-1 Hydrograph Plot 12 10.85 cfs j — Inflow 10 — Primary 8 3 6 U. 4 2 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 Time (hours) pa P131 of 193 PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 35 HydroCAD®6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-I: DMH-1 so [82] Warning: Early inflow requires earlier time span [85] Warning: Oscillations may require Finer Routing>1 [80] Warning: Exceeded Pond DMH-H by 0.41' @ 12.10 hrs(2.12 cfs) Inflow = 10.86 cfs @ 12.09 hrs, Volume= 0.803 of * Outflow = 10.85 cfs @ 12.09 hrs, Volume= 0.803 af, Atten= 0%, Lag= 0.2 min Primary = 10.85 cfs @ 12.09 hrs, Volume= 0.803 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 147.79' Storage=47 cf Plug-Flow detention time= 0.2 min calculated for 0.800 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 144.20 13 0 0 151.00 13 88 88 Primary OutFlow (Free Discharge) 't-1=Culvert # Routing Invert Outlet Devices 1 Primary 144.20' 15.0" x 124.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 141.70' S= 0.0202 7' n= 0.013 Cc= 0.900 P130 of 193 PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 34 HydroCAD®6 00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-H: DMH-H [82] Warning: Early inflow requires earlier time span [85] Warning: Oscillations may require Finer Routing>1 Inflow = 4.84 cfs @ 12.09 hrs, Volurime= 0.356 of 00 Outflow = 4.84 cfs @ 12.09 hrs, Volume= 0.356 af, Atten=0%, Lag=0.2 min Primary = 4.84 cfs @ 12.09 hrs, Volume= 0.356 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 147.37' Storage= 24 cf Plug-Flow detention time=0.3 min calculated for 0.356 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 145.50 13 0 0 150.00 13 59 59 Primary OutFlow (Free Discharge) t--1=Culvert 40 # Routing Invert Outlet Devices 1 Primary 145.50' 12.0" x 82.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 144.20' S=0.0159 /' n= 0.013 Cc=0.900 Pond DMH-H: DMH-H Hydrograph Plot 4:84,ds — Inflow 5 __ — Primary 4 N 3 e L 2 1 0 5 6 7 8 9 1011 12 1314151617181920 Time (hours) P129 of 193 Im PROPOS-3 10 YEAR STORM ,f, Prepared by Edwards and Kelcey Page 33 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-G: DMH-G No Hydrograph Plot 10.66 cfs — Inflow 10 — Primary 8 3 6 o u. 4 2 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 Time (hours) .� P128 of 193 OR PROPOS~3 10 YEAR STORM Prepared by Edwards and Kelcey Page 32 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-G: DMH-G [82]Warning: Early inflow requires earlier time span [85] Warning: Oscillations may require Finer Routing>1 [79] Warning: Submerged Pond DMH-F Primary device# 1 INLET by 1.84' Inflow = 10.67 cfs @ 12.09 hrs, Volume= 0.842 of Outflow = 10.66 cfs @ 12.09 hrs, Volume= 0.841 af, Atten= 0%, Lag=0.0 min Primary = 10.66 cfs @ 12.09 hrs, Volume= 0.841 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 144.05' Storage=27 cf Plug-Flow detention time= 0.1 min calculated for 0.841 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 13 0 0 150.00 13 104 104 Primary OutFlow (Free Discharge) t-1=Culvert # Routing Invert Outlet Devices 1 Primary 142.00' 18.0" x 32.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 141.60' S= 0.01257' n= 0.013 Cc= 0.900 P127 of 193 00 PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 31 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-F: DMH-F Hydrograph Plot 10 9.09 cfs'` — Inflow 9 — Primary 8 7 6 3 5 0 4 3 2 1 5 6 7 8 9 17 772 1314 15 16 17 18 1920 Time (hours) P126 of 193 or PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 30 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-F: DMH-F [82] Warning: Early inflow requires earlier time span [85] Warning: Oscillations may require Finer Routing>1 [79] Warning: Submerged Pond DMH-C Primary device# 1 OUTLET by 2.05' [80] Warning: Exceeded Pond LCH by 2.49' @ 12.10 hrs (0.06 cfs) Inflow = 9.10 cfs @ 12.09 hrs, Volume= 0.720 of Outflow = 9.09 cfs @ 12.09 hrs, Volume= 0.720 af, Atten= 0%, Lag=0.1 min Primary = 9.09 cfs @ 12.09 hrs, Volume= 0.720 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 144.25' Storage= 27 cf Plug-Flow detention time= 0.2 min calculated for 0.720 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.20 13 0 0 150.00 13 101 101 Primary OutFlow (Free Discharge) t--1=Culvert # Routing Invert Outlet Devices 1 Primary 142.20' 18.0" x 40.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 142.00' S= 0.00507' n=0.013 Cc= 0.900 P125 of 193 No PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 29 w' HydroCAD®6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-C: DMH-C Hydrograph Plot 5.30 cfs — Inflow 5 — Primary 4 3 3 0 U. 2 0 5 6 7 8 9 1011 12 1314 15 16 17 18 19 20 Time (hours) P124 of 193 PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 28 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-C: DMH-C [88] Warning: Qout>Qin may require Finer Routing>1 [80]Warning: Exceeded Pond DMH-A by 1.28' @ 12.10 hrs (3.44 cfs) [79] Warning: Submerged Pond DMH-B Primary device# 1 OUTLET by 0.94' Inflow = 5.30 cfs @ 12.09 hrs, Volume= 0.373 of Outflow = 5.30 cfs @ 12.09 hrs, Volume= 0.373 af, Atten= 0%, Lag=0.0 min Primary = 5.30 cfs @ 12.09 hrs, Volume= 0.373 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 150.65' Storage= 12 cf �* Plug-Flow detention time= 0.1 min calculated for 0.373 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 149.70 13 0 0 154.00 13 56 56 Primary OutFlow (Free Discharge) 't-1=Culvert # Routing Invert Outlet Devices 1 Primary 149.70' 18.0" x 208.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 142.20' S= 0.0361 T n= 0.013 Cc= 0.900 P123 of 193 PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 27 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-B: DMH-B Inflow = 3.89 cfs @ 12.09 hrs, Volume= 0.272 of Outflow = 3.89 cfs @ 12.09 hrs, Volume= 0.272 af, Atten=0%, Lag=0.1 min Primary = 3.89 cfs @ 12.09 hrs, Volume= 0.272 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs *+ Peak Elev= 153.07' Storage= 14 cf Plug-Flow detention time= 0.2 min calculated for 0.271 of(100% of inflow) .. Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.00 13 0 0 156.00 13 52 52 Primary OutFlow (Free Discharge) t-1=Culvert # Routing Invert Outlet Devices 1 Primary 152.00' 12.0" x 58.0' long Culvert RCP, rounded edge headwall, Ke=0.100 Outlet Invert= 149.70' S= 0.0397 ? n= 0.013 Cc= 0.900 Pond DMH-B: DMH-B Hydrograph Plot 3.8g Cfs — Inflow 4 — Primary 3 3 2 0 1 0 5 6 7 8 9 1011 12 1314 15 16 17 18 19 20 Time (hours) .� P122 of 193 PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 26 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-A: DMH-A Hydrograph Plot 1.41 cfs — Inflow — Primary 1 3 0 5 6 7 8 9 1011 12 1314151617181920 Time (hours) P121 of 193 ow PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 25 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-A: DMH-A [82] Warning: Early inflow requires earlier time span [88] Warning: Qout>Qin may require Finer Routing>1 [85] Warning: Oscillations may require Finer Routing>1 Inflow = 1.41 cfs @ 12.09 hrs, Volume= 0.100 of Outflow = 1.41 cfs @ 12.09 hrs, Volume= 0.100 af, Atten= 0%, Lag= 0.1 min Primary = 1.41 cfs @ 12.09 hrs, Volume= 0.100 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 149.37' Storage= 7 cf Plug-Flow detention time= 0.3 min calculated for 0.100 of(100% of inflow) + Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 148.84 13 0 0 156.00 13 93 93 Primary OutFlow (Free Discharge) 't-1=Culvert MIX # Routing Invert Outlet Devices 1 Primary 148.84' 12.0" x 102.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 146.20' S=0.0259 /' n=0.013 Cc= 0.900 ., P120 of 193 PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 24 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment R-28: ROOF Runoff = 6.15 cfs @ 12.09 hrs, Volume= 0.473 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 62,437 98 Roof WFI Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment R-28: ROOF Hydrograph Plot x:15 cfs — Runoff 5 4 - 0 3 U. 2 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P119 of 193 PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 23 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-9: CB-9 Am Runoff = 2.76 cfs @ 12.09 hrs, Volume= 0.202 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 4,590 74 >75% Grass cover, Good, HSG C 24,765 98 Paved parking & roofs 29,355 94 Weighted Average Tc Length Slope Velocity Capacity Description .. (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-9: CB-9 Hydrograph Plot 3 2.7 cfs _ — Runoff 2 0 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P118 of 193 PROPOS-r3 10 YEAR STORM Prepared by Edwards and Kelcey Page 22 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1120/2005 Subcatchment CB-7: CB-7 Runoff = 1.28 cfs @ 12.09 hrs, Volume= 0.090 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 4,713 74 >75% Grass cover, Good, HSG C 9,986 98 Paved parking & roofs 14,699 90 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-7: CB-7 Hydrograph Plot 1.28 cfs — Runoff 1 42 3 —° LL • tr 1. 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P117 of 193 ow PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 21 HydroCADO 6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-6: CB-6 Runoff = 2.62 cfs @ 12.09 hrs, Volume= 0.182 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs,dt= 0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 13,352 74 >75% Grass cover, Good, HSG C 18,276 98 Paved parking & roofs 31,628 88 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-6: CB-6 Hydrograph Plot 2.62 cfs ' — Runoff 2 c U. 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P116 of 193 �. PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 20 HydroCAD@)6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 " Subcatchment CB-5: CB-5 Runoff = 0.76 cfs @ 12.09 hrs, Volume= 0.055 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 2,111 74 >75% Grass cover, Good, HSG C 6,280 98 Paved parking & roofs 8,391 92 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc 40 Subcatchment CB-5: CB-5 Hydrograph Plot 0.8 _ -- Runoff 0.7 0.6 ' 0.5 3 0.4 0.3 0.2 _ 0.1 0 5 6 7 8 9 1011 12 1314 15 16 17 18 19 20 Time (hours) P115 of 193 PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 19 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-3(EX): CB-3 Runoff = 0.43 cfs @ 12.09 hrs, Volume= 0.031 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description ' 1,161 74 >75% Grass cover, Good, HSG C 3,545 98 Paved parking & roofs 4,706 92 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-3(EX): CB-3 Hydrograph Plot 0.45 :UW4 s — Runoff 0.4 0.35 N 0.3 0.25 3 0.2 U. 0.15 0.1 0.05 0 5 6 7 8 9 1011 12 1314 15 16 17 18 19 20 Time (hours) P114 of 193 PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 18 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-24(EX): CB-24 Runoff = 1.81 cfs @ 12.09 hrs, Volume= 0.138 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 1,155 74 >75% Grass cover, Good, HSG C 17,413 98 Paved parking & roofs 18,568 97 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc +! Subcatchment CB-24(EX): CB-24 Hydrograph Plot 2 1.81 cfs — Runoff 0 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P113 of 193 no PROPOS-3 10 YEAR STORM oft Prepared by Edwards and Kelcey Page 17 HydroCAD®6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-23: CB-23 's Runoff = 2.41 cfs @ 12.09 hrs, Volume= 0.166 of up Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 15,721 74 >75% Grass cover, Good, HSG C 15,039 98 Paved parking & roofs 30,760 86 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-23: CB-23 Hydrograph Plot — Runoff 2 w v 0 ME 1 " 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) .. P112 of 193 PROPOS-3 10 YEAR STORM Prepared by Edwards and Keicey Page 16 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 ! Subcatchment CB-22: CB-22 Runoff = 0.47 cfs @ 12.09 hrs, Volume= 0.036 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.50" go Area (sf) CN Description 4,807 98 Paved parking & roofs Ok Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-22: CB-22 Hydrograph Plot 0.5 0.47 cfs Runoff 0.45 0.4 _. 0.35 0.3 3 0.25 -- . 0.2 0.15 0.1 0.05 0 5 6 7 8 9 1011 12 1314151617181920 Time (hours) P111 of 193 PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 15 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-21(EX): CB-21(EX) Runoff = 1.16 cfs @ 12.09 hrs, Volume= 0.089 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 11,789 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-21(EX): CB-21(EX) Hydrograph Plot 1. 6 cfs — Runoff 3 «� 0 0 Lj 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P110 of 193 PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 14 HydroCAD@ 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-20: CB-20 Runoff = 2.93 cfs @ 12.09 hrs, Volume= 0.212 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 6,673 74 >75% Grass cover, Good, HSG C 25,030 98 Paved parking & roofs 31,703 93 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-20: CB-20 Hydrograph Plot 2.93 +cfs — Runoff 3 2 _ v _° 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P109 of 193 PROPOS~3 10 YEAR STORM , Prepared by Edwards and Kelcey Page 13 HydroCAD®6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-2(EX): CB-2 Runoff = 0.10 cfs @ 12.09 hrs, Volume= 0.007 of m Runoff by SCS,TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 1,450 74 >75% Grass cover, Good, HSG C 238 98 Paved parking & roofs 1,688 77 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-2(EX): CB-2 Hydrograph Plot 0.11 Runoff 0.1 0.09 0.08 0.07 0.06 0 0.05 � 0.04 0.03 0.02 0.01 0 5 6 7 8 9 1011 12 1314151617181920 Time (hours) P108 of 193 PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 12 HydroCAD@ 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 ' Subcatchment CB-19: CB-19 Runoff - 1.58 cfs @ 12.09 hrs, Volume= 0.122 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 206 74 >75% Grass cover, Good, HSG C 15,829 98 Paved parking & roofs 16,035 98 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-19: CB-19 Hydrograph Plot 1.58 cfs — Runoff v N 1 0 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P107 of 193 PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 11 HydroCADO 6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-17: CB-17 Runoff = 3.42 cfs @ 12.09 hrs, Volume= 0.236 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 21,210 74 >75% Grass cover, Good, HSG C 22,419 98 Paved parking & roofs 43,629 86 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-17: CB-17 Hydrograph Plot 3.42 cfs — Runoff 3 � 2 0 1 5 6 7 8 9 10 1'1 12 13 14 15 16 17 18 19 20 Time (hours) .. P106 of 193 �e PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 10 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-16: CB-16 Runoff - 1.97 cfs @ 12.09 hrs, Volume= 0.145 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 3,769 74 >75% Grass cover, Good, HSG C 17,203 98 Paved parking & roofs 20,972 94 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-16: CB-16 Hydrograph Plot " � 2 — Runoff IOU 0 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P105 of 193 PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 9 HydroCAD®6.00 sln 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-15: CB-15 Runoff = 1.89 cfs @ 12.09 hrs, Volume= 0.142 of Runoff by SCS TR-20 method, UH=SCS, Time Span=5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 1,814 74 >75% Grass cover, Good, HSG C 17,709 98 Paved parking & roofs , 19,523 96 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) " 6.0 Direct Entry, Min Tc Subcatchment CB-15: CB-15 Hydrograph Plot 2 1.8.9 CTS — Runoff .. v 3 1 o 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P104 of 193 P PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 8 HydroCAD@ 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/2012005 Subcatchment CB-14: CB-14 Runoff - 2.96 cfs @ 12.09 hrs, Volume= 0.215 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs,dt= 0.05 hrs Type III 24-hr Rainfall=4.50" w Area (sf) CN Description 6,383 74 >75% Grass cover, Good, HSG C 25,653 98 Paved parking & roofs 32,036 93 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-14: CB-14 Hydrograph Plot 2.96 cfs 3 _ _ — Runoff 0- 2 WA c W. 1 on "• 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P103 of 193 PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 7 'p HydroCAD®6.00 sin 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-13: CB-13 Am Runoff = 2.77 cfs @ 12.09 hrs, Volume= 0.205 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 3,780 74 >75% Grass cover, Good, HSG C 25,217 98 Paved parking & roofs 28,997 95 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-13: CB-13 Hydrograph Plot — Runoff 2 1 401 _o LL 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P102 of 193 PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 6 HydroCADO 6.00 s/n 001160 C 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-12: CB-12 Runoff = 3.25 cfs @ 12.09 hrs, Volume= 0.241 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 3,795 74 >75% Grass cover, Good, HSG C 30,301 98 Paved parking & roofs 34,096 95 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-12: CB-12 Hydrograph Plot Runoff 3 2 0 u. 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P101 of 193 ,o PROPOS-3 10 YEAR STORM „m Prepared by Edwards and Kelcey Page 5 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-11: CB-11 to Runoff = 0.99 cfs @ 12.09 hrs, Volume= 0.073 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 1,174 74 >75% Grass cover, Good, HSG C 9,167 98 Paved parking & roofs 10,341 95 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-11: CB-11 Hydrograph Plot .Q99 cfs Runoff 0 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P100 of 193 PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 4 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-1(EX): CB-1 Runoff = 0.12 cfs @ 12.10 hrs, Volume= 0.008 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 2,404 74 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ww 6.0 Direct Entry, Min Tc Subcatchment CB-1(EX): CB-1 Hydrograph Plot 0:12 Cfs — Runoff 0.12 0.1 0.08 0 0.06 LL 0.04 0.02 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P99 of 193 w� PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 3 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-Q: DMH Peak Storage=54 cf Inflow= 10.04 cfs 0.720 of ' Primary= 10.06 cfs 0.720 of Outflow= 10.06 cfs 0.770 of Pond DMH-R: DMH Peak Storage=68 cf Inflow= 10.06 cfs 0.720 of Primary= 10.04 cfs 0.720 of Outflow= 10.04 cfs 0.720 of Pond DMH-S: DMH Peak Storage= 56 cf Inflow= 10.04 cfs 0.720 of Primary= 10.03 cfs 0.720 of Outflow= 10.03 cfs 0.720 of Pond LCH: Roof Leaching Peak Storage= 17,471 cf Inflow=6.15 cfs 0.473 of Primary=0.06 cfs 0.072 of Outflow=0.06 cfs 0.072 of Link L1: Link 1 Inflow= 35.63 cfs 2.666 of Primary= 35.63 cfs 2.666 of Runoff Area= 10.527 ac Volume=3.068 of Average Depth=3.50" ■„ ON ON an P98 of 193 PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 2 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-3(EX): CB-3 Tc=6.0 min CN=92 Area=4,706 sf Runoff=0.43 cfs 0.031 of on Subcatchment CB-5: CB-5 Tc=6.0 min CN=92 Area=8,391 sf Runoff=0.76 cfs 0.055 of r, Subcatchment CB-6: CB-6 Tc=6.0 min CN=88 Area=31.628 sf Runoff=2.62 cfs 0.182 of NO Subcatchment CB-7: CB-7 Tc=6.0 min CN=90 Area=14.699 sf Runoff= 1.28 cfs 0.090 of Subcatchment CB-9: CB-9 Tc=6.0 min CN=94 Area=29.355 sf Runoff=2.76 cfs 0.202 of Subcatchment R-28: ROOF Tc=6.0 min CN=98 Area=62.437 sf Runoff=6.15 cfs 0.473 of Pond DMH-A: DMH-A Peak Storage= 7 cf Inflow= 1.41 cfs 0.100 of "M Primary= 1.41 cfs 0.100 of Outflow= 1.41 cfs 0.100 of Pond DMH-B: DMH-B Peak Storage= 14 cf Inflow=3.89 cfs 0.272 of ► Primary=3.89 cfs 0.272 of Outflow=3.89 cfs 0.272 of Pond DMH-C: DMH-C Peak Storage= 12 cf Inflow=5.30 cfs 0.373 of Primary= 5.30 cfs 0.373 of Outflow=5.30 cfs 0.373 of Pond DMH-F: DMH-F Peak Storage=27 cf Inflow=9.10 cfs 0.720 of e„ Primary=9.09 cfs 0.720 of Outflow=9.09 cfs 0.720 of Pond DMH-G: DMH-G Peak Storage=27 cf Inflow= 10.67 cfs 0.842 of Primary= 10.66 cfs 0.841 of Outflow= 10.66 cfs 0.841 of Pond DMH-H: DMH-H Peak Storage=24 cf Inflow=4.84 cfs 0.356 of me Primary=4.84 cfs 0.356 of Outflow=4.84 cfs 0.356 of Pond DMH-I: DMH-1 Peak Storage=47 cf Inflow= 10.86 cfs 0.803 of Primary= 10.85 cfs 0.803 of Outflow= 10.85 cfs 0.803 of Pond DMH-J: DMH-J Peak Storage=67 cf Inflow= 24.44 cfs 1.857 of Primary= 24.46 cfs 1.857 of Outflow= 24.46 cfs 1.857 of Pond DMH-L: DMH-L Peak Storage= 18 cf Inflow=24.46 cfs 1.857 of Primary=24.46 cfs 1.857 of Outflow=24.46 cfs 1.857 of Pond DMH-P: DMH Peak Storage=34 cf Inflow= 5.39 cfs 0.380 of Primary= 5.34 cfs 0.380 of Outflow= 5.34 cfs 0.380 of P97 of 193 am PROPOS-3 10 YEAR STORM Prepared by Edwards and Kelcey Page 1 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/2012005 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points *� Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=4.50" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment CB-1(EX): CB-1 Tc=6.0 min CN=74 Area=2,404 sf Runoff=0.12 cfs 0.008 of Subcatchment CB-11: CB-11 Tc=6.0 min CN=95 Area=10,341 sf Runoff= 0.99 cfs 0.073 of Subcatchment CB-12: CB-12 Tc=6.0 min CN=95 Area=34,096 sf Runoff= 3.25 cfs 0.241 of Subcatchment CB-13: CB-13 Tc=6.0 min CN=95 Area=28,997 sf Runoff=2.77 cfs 0.205 of Subcatchment CB-14: CB-14 Tc=6.0 min CN=93 Area=32,036 sf Runoff=2.96 cfs 0.215 of Subcatchment CB-15: CB-15 .. Tc=6.0 min CN=96 Area=19,523 sf Runoff= 1.89 cfs 0.142 of Subcatchment CB-16: CB-16 Tc=6.0 min CN=94 Area=20,972 sf Runoff= 1.97 cfs 0.145 of Subcatchment CB-17: CB-17 Tc=6.0 min CN=86 Area=43,629 sf Runoff=3.42 cfs 0.236 of Subcatchment CB-19: CB-19 Tc=6.0 min CN=98 Area=16,035 sf Runoff= 1.58 cfs 0.122 of Subcatchment CB-2(EX): CB-2 Tc=6.0 min CN=77 Area=1,688 sf Runoff=0.10 cfs 0.007 of .. Subcatchment CB-20: CB-20 Tc=6.0 min CN=93 Area=31,703 sf Runoff=2.93 cfs 0.212 of .. Subcatchment CB-21(EX): CB-21(EX) Tc=6.0 min CN=98 Area=11,789 sf Runoff= 1.16 cfs 0.089 of .� Subcatchment CB-22: CB-22 Tc=6.0 min CN=98 Area=4,807 sf Runoff=0.47 cfs 0.036 of Subcatchment CB-23: CB-23 Tc=6.0 min CN=86 Area=30,760 sf Runoff=2.41 cfs 0.166 of Subcatchment CB-24(EX): CB-24 Tc=6.0 min CN=97 Area=18,568 sf Runoff= 1.81 cfs 0.138 of 4M P96 of 193 PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 47 HydroCADO 6.00 sh 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 so Link L9: Link 1 Inflow = 21.73 cfs @ 12.09 hrs, Volume= 1.642 of Primary = 21.73 cfs @ 12.09 hrs, Volume= 1.642 af, Atten=0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link L1: Link 1 Hydrograph Plot 21.73 cfs — Inflow �. 20 — Primary 15 v c 10 U. 5 06 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 Time (hours) P95 of 193 PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 46 HydroCAD®6.00 sIn 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond LCH: Roof Leaching Hydrograph Plot 4.07 cfs — Inflow 4 — Primary 3 0 ti. 1 0.06 ds 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) P94 of 193 PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 45 HydroCAD@ 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond LCH: Roof Leaching [82] Warning: Early inflow requires earlier time span Inflow = 4.07 cfs @ 12.09 hrs, Volume= 0.309 of Outflow = 0.06 cfs @ 7.45 hrs, Volume= 0.069 af, Atten= 99%, Lag=0.0 min Primary = 0.06 cfs @ 7.45 hrs, Volume= 0.069 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 141.92' Storage= 10,462 cf Plug-Flow detention time= 221.2 min calculated for 0.069 of(22% of inflow) «■ Elevation Inc.Store Cum.Store (feet) (cubic-feet) (cubic-feet) 139.87 0 0 141.37 4,644 4,644 142.12 8,004 12,648 142.87 11,961 24,609 143.62 15,917 40,526 144.37 19,277 59,803 145.87 23,921 83,724 w Primary OutFlow (Free Discharge) 11=Exfltration 2=Orifice/Grate ` # Routing Invert Outlet Devices 1 Primary 0.00' 0.06 cfs Exfiltration at all elevations 2 Primary 145.20' 8.0"Vert.Orifice/Grate C= 0.600 w P93 of 193 •.w PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 44 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-S: DMH [88) Warning: Qout>Qin may require Finer Routing>1 [79] Warning: Submerged Pond DMH-R Primary device# 1 INLET by 0.07' ' Inflow = 6.03 cfs @ 12.09 hrs, Volume= 0.422 of Outflow = 6.03 cfs @ 12.10 hrs, Volume= 0.422 af, Atten= 0%, Lag= 0.1 min .. Primary = 6.03 cfs @ 12.10 hrs, Volume= 0.422 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 139.87' Storage=24 cf Plug-Flow detention time= 0.1 min calculated for 0.422 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) .r 138.00 13 0 0 146.00 13 104 104 Primary OutFlow (Free Discharge) NO t-1=Culvert # Routing Invert Outlet Devices .. 1 Primary 138.00' 12.0" x 5.0'long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 137.60' S=0.0800'/' n=0.013 Cc= 0.900 Pond DMH-S: DMH Hydrograph Plot 6:03;cfs — Inflow 6 — Primary 5 w 4 v 0 3 UE 2 _ 1 0 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) P92 of 193 PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 43 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-R: DMH [88] Warning: Qout>Qin may require Finer Routing>1 [79] Warning: Submerged Pond DMH-Q Primary device# 1 OUTLET by 1.86' Inflow = 6.02 cfs @ 12.09 hrs, Volume= 0.422 of Outflow = 6.03 cfs @ 12.09 hrs, Volume= 0.422 af, Atten= 0%, Lag=0.1 min Primary = 6.03 cfs @ 12.09 hrs, Volume= 0.422 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 141.67' Storage=24 cf Plug-Flow detention time= 0.1 min calculated for 0.422 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 139.80 13 0 0 146.00 13 81 81 Primary OutFlow (Free Discharge) 't-1=Culvert # Routing Invert Outlet Devices 1 Primary 139.80' 12.0" x 39.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 138.10' S=0.0436 /' n=0.013 Cc= 0.900 Pond DMH-R: DMH Hydrograph Plot 60103 CfSj Inflow 6 — Primary 4W 5 N 4 v �• c 3 2 _j 1 0 5 6 7 8 9 1011 12 13 Time (hours) P91 of 193 oft PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 42 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-Q: DMH Hydrograph Plot 6.02 cfs " — Inflow 6 — Primary 5 4 v 0 3 2 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P90 of 193 PROPOS-•3 2 YEAR STORM Prepared by Edwards and Kelcey Page 41 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-Q: DMH [82] Warning: Early inflow requires earlier time span [88] Warning: Qout>Qin may require Finer Routing>1 [85]Warning: Oscillations may require Finer Routing>1 [79] Warning: Submerged Pond DMH-P Primary device# 1 OUTLET by 1.86' Inflow = 6.01 cfs @ 12.09 hrs, Volume= 0.422 of Outflow = 6.02 cfs @ 12.09 hrs, Volume= 0.422 af, Atten= 0%, Lag=0.1 min Primary = 6.02 cfs @ 12.09 hrs, Volume= 0.422 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 143.86' Storage= 24 cf Plug-Flow detention time= 0.2 min calculated for 0.422 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 13 0 0 145.00 13 39 39 Primary OutFlow (Free Discharge) 't-1=Culvert # Routing Invert Outlet Devices 1 Primary 142.00' 12.0" x 5.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 139.80' S= 0.4400'P n=0.013 Cc= 0.900 P89 of 193 .. PROPOS-3 2 YEAR STORM .. Prepared by Edwards and Kelcey Page 40 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-P: DMH [88] Warning: Qout>Qin may require Finer Routing>1 Inflow = 3.16 cfs @ 12.09 hrs, Volume= 0.218 of Outflow = 3.16 cfs @ 12.09 hrs, Volume= 0.218 af, Atten= 0%, Lag= 0.0 min Primary = 3.16 cfs @ 12.09 hrs, Volume= 0.218 of .� Routing by Stor-Ind method, Time Span=5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 145.87' Storage= 11 cf "" Plug-Flow detention time= 0.2 min calculated for 0.218 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 145.00 13 0 0 149.00 13 52 52 Primary OutFlow (Free Discharge) 't-1=Culvert # Routing Invert Outlet Devices 1 Primary 145.00' 12.0" x 170.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 142.00' S= 0.0176 /' n= 0.013 Cc=0.900 Pond DMH-P: DMH ** Hydrograph Plot 3.16 cfs — Inflow 3 — Primary 2 0 1 0 5" "6'­7 8 9 1011 12 13141516 17181920 Time (hours) P88 of 193 r PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 39 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-L: DMH-L [88]Warning: Qout>Qin may require Finer Routing>1 Inflow = 15.26 cfs @ 12.09 hrs, Volume= 1.161 of Outflow = 15.26 cfs @ 12.09 hrs, Volume= 1.161 af, Atten= 0%, Lag= 0.0 min Primary - 15.26 cfs @ 12.09 hrs, Volume= 1.161 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 131.82' Storage= 14 cf Plug-Flow detention time= 0.0 min calculated for 1.157 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 130.73 13 0 0 151.00 13 264 264 Primary OutFlow (Free Discharge) t--1=Culvert # Routing Invert Outlet Devices 1 Primary 130.73' 60.0" x 471.0' long Culvert RCP, rounded edge headwall, Ke=0.100 Outlet Invert= 125.37' S= 0.01147' n=0.013 Cc=0.900 Pond DMH-L: DMH-L Hydrograph Plot 15.26 0S 16 _ _ — Inflow 14 _ — Primary 12 10 0 8 4 2 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 Time (hours) P87 of 193 am PROPOS~3 2 YEAR STORM an Prepared by Edwards and Kelcey Page 38 HydroCAD®6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-J: DMH-J Hydrograph Plot 16 15.26 cfs Inflow '" _ _ — — Primary 14 12 10 0 8 6 4 2 0 5 6 7 8 9 10 11 121314 15161718 1920 Time (hours) P86 of 193 PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 37 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH,J: DMH4 [88] Warning: Qout>Qin may require Finer Routing>1 [85] Warning: Oscillations may require Finer Routing>1 [801 Warning: Exceeded Pond DMH-G by 0.78' @ 12.10 hrs (9.66 cfs) [79] Warning: Submerged Pond DMH-I Primary device# 1 OUTLET by 2.36' so Inflow = 15.24 cfs @ 12.09 hrs, Volume= 1.161 of Outflow - 15.26 cfs @ 12.09 hrs, Volume= 1.161 af, Atten= 0%, Lag= 0.1 min Primary = 15.26 cfs @ 12.09 hrs, Volume= 1.161 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 144.08' Storage= 32 cf Plug-Flow detention time= 0.1 min calculated for 1.157 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 141.60 13 0 0 ' 150.00 13 109 109 Primary OutFlow (Free Discharge) t--1=Culvert # Routing Invert Outlet Devices 1 Primary 141.60' 18.0" x 68.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 137.50' S=0.06037' n=0.013 Cc=0.900 WA P85 of 193 PROPOS-3 2 YEAR STORM .. Prepared by Edwards and Kelcey Page 36 HydroCAD®6.00 s/n 001160 O 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-1: DMH-1 Hydrograph Plot 6:94 cfs " 7 — Inflow — Primary 6 .. 5-- v 4 0 M 3 2 1 0 ' 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) P84 of 193 PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 35 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-I: DMH-1 [82]Warning: Early inflow requires earlier time span [88] Warning: Qout>Qin may require Finer Routing>1 [85] Warning: Oscillations may require Finer Routing>1 [79] Warning: Submerged Pond DMH-H Primary device# 1 INLET by 0.06' Inflow = 6.93 cfs @ 12.09 hrs, Volume= 0.500 of Outflow = 6.94 cfs @ 12.09 hrs, Volume= 0.500 af, Atten=0%, Lag= 0.0 min Primary = 6.94 cfs @ 12.09 hrs, Volume= 0.500 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs ter. Peak Elev= 145.56' Storage= 18 cf Plug-Flow detention time= 0.2 min calculated for 0.498 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 144.20 13 0 0 151.00 13 88 88 Primary OutFlow (Free Discharge) w t-1=Culvert _ # Routing Invert Outlet Devices 1 Primary 144.20' 15.0" x 124.0'long Culvert RCP, rounded edge headwall, Ke=0.100 Outlet Invert= 141.70' S=0.0202 '/' n=0.013 Cc=0.900 P83 of 193 4W PROPOS-3 2 YEAR STORM am Prepared by Edwards and Kelcey Page 34 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-H: DMH-H so Hydrograph Plot 3..07 cfs "" — Inflow 3 — Primary U _O LL 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P82 of 193 PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 33 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 • Pond DMH-H: DMH-H [82] Warning: Early inflow requires earlier time span [88] Warning: Qout>Qin may require Finer Routing>1 [85] Warning: Oscillations may require Finer Routing>1 Inflow = 3.07 cfs @ 12.09 hrs, Volume= 0.220 of Outflow = 3.07 cfs @ 12.09 hrs, Volume= 0.220 af, Atten= 0%, Lag= 0.1 min Primary = 3.07 cfs @ 12.09 hrs, Volume= 0.220 of Routing by Stor-Ind method, Time Span=5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 146.39' Storage= 12 cf Plug-Flow detention time=0.2 min calculated for 0.220 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 145.50 13 0 0 150.00 13 59 59 Primary OutFlow (Free Discharge) t-1=Culvert _ # Routing Invert Outlet Devices 1 Primary 145.50' 12.0" x 82.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 144.20' S= 0.0159 '/' n=0.013 Cc= 0.900 O P81 of 193 ow PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 32 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-G: DMH-G Hydrograph Plot 7 6.48 cfs — Inflow — Primary 6 5 v 4 0 3 U. 2 1 0 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) ow ow so P80 of 193 PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 31 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 ++ Pond DMH-G: DMH-G [82] Warning: Early inflow requires earlier time span [88] Warning: Qout>Qin may require Finer Routing>1 [85] Warning: Oscillations may require Finer Routing>1 [79]Warning: Submerged Pond DMH-F Primary device# 1 INLET by 1.08' Inflow = 6.48 cfs @ 12.09 hrs, Volume= 0.532 of Outflow = 6.48 cfs @ 12.09 hrs, Volume= 0.532 af, Atten=0%, Lag= 0.0 min Primary = 6.48 cfs @ 12.09 hrs, Volume= 0.532 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 143.28' Storage= 17 cf Plug-Flow detention time= 0.2 min calculated for 0.532 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 13 0 0 150.00 13 104 104 Primary OutFlow (Free Discharge) r t--1=Culvert # Routing Invert Outlet Devices . 1 Primary 142.00' 18.0" x 32.0' long Culvert RCP, rounded edge headwall, Ke=0.100 Outlet Invert= 141.60' S= 0.0125 '/' n=0.013 Cc= 0.900 as P79 of 193 PROPOS~3 2 YEAR STORM Prepared by Edwards and Kelcey Page 30 HydroCADO 6.00 sin 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-F: DMH-F Hydrograph Plot 6 5.43 cfs — Inflow — Primary 5 N 4- OP 3 3 o U. 2 1 0 5 6 7 '1'­6'­1' 0 11 12 1314151617181920 Time (hours) P78 of 193 PROPOS-3 2 YEAR STORM ' Prepared by Edwards and Kelcey Page 29 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-F: DMH-F [88] Warning: Qout>Qin may require Finer Routing>1 [79] Warning: Submerged Pond DMH-C Primary device# 1 OUTLET by 1.30' [80] Warning: Exceeded Pond LCH by 2.43'@ 7:45 hrs (0.06 cfs) Inflow = 5.43 cfs @ 12.09 hrs, Volume= 0.453 of Outflow = 5.43 cfs @ 12.09 hrs, Volume= 0.453 af, Atten= 0%, Lag=0.0 min Primary = 5.43 cfs @ 12.09 hrs, Volume= 0.453 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 143.50' Storage= 17 cf +± Plug-Flow detention time= 0.2 min calculated for 0.453 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.20 13 0 0 150.00 13 101 101 Primary OutFlow (Free Discharge) t-1=Culvert # Routing Invert Outlet Devices 1 Primary 142.20' 18.0" x 40.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 142.00' S= 0.00507' n=0.013 Cc= 0.900 imp go P77 of 193 PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 28 HydroCAD®6.00 sh 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-C: DMH-C Hydrograph Plot 2.99 cfs — Inflow 3 — Primary 2 Aft o 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) Aft P76 of 193 PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 27 HydroCAD®6 00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 *► Pond DMH-C: DMH-C [88] Warning: Qout>Qin may require Finer Routing>1 [80] Warning: Exceeded Pond DMH-A by 1.18' @ 12.10 hrs (3.30 cfs) [79] Warning: Submerged Pond DMH-B Primary device# 1 OUTLET by 0.68' Inflow = 2.99 cfs @ 12.09 hrs, Volume= 0.213 of Outflow = 2.99 cfs @ 12.09 hrs, Volume= 0.213 af, Atten= 0%, Lag= 0.0 min Primary = 2.99 cfs @ 12.09 hrs, Volume= 0.213 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 150.38' Storage= 9 cf Plug-Flow detention time= 0.1 min calculated for 0.213 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 149.70 13 0 0 154.00 13 56 56 Primary OutFlow (Free Discharge) 't-1=Culvert �r # Routing Invert Outlet Devices 1 Primary 149.70' 18.0" x 208.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 142.20' S= 0.0361 T n= 0.013 Cc= 0.900 �r 10 P75 of 193 ..s PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 26 " HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-B: DMH-B go [88]Warning: Gout>Qin may require Finer Routing>1 we Inflow = 2.28 cfs @ 12.09 hrs, Volume= 0.155 of Outflow - 2.28 cfs @ 12.09 hrs, Volume= 0.155 af, Atten=0%, Lag= 0.0 min Primary = 2.28 cfs @ 12.09 hrs, Volume= 0.155 of al, Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 152.70' Storage= 9 cf Plug-Flow detention time= 0.2 min calculated for 0.155 of(100%of inflow) Storage and wetted areas determined by Prismatic sections so Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.00 13 0 0 156.00 13 52 52 Primary OutFlow (Free Discharge) t--1=Culvert # Routing Invert Outlet Devices 1 Primary 152.00' 12.0" x 58.0' long Culvert RGP, rounded edge headwall, Ke=0.100 Outlet Invert= 149.70' S=0.0397 /' n=0.013 Cc=0.900 Pond DMH-B: DMH-B aw Hydrograph Plot 2.28 cfs — Inflow " — Primary 2 , 0 0 0 5 6 7 8 9 1011 12 1314 15 16 17 18 19 20 Time (hours) P74 of 193 PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 25 HydroCADO 6.00 sln 001160 ©1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-A: DMH-A [88]Warning: Qout>Qin may require Finer Routing>1 Inflow = 0.75 cfs @ 12.05 hrs, Volume= 0.058 of Outflow = 0.75 cfs @ 12.05 hrs, Volume= 0.058 af, Atten= 0%, Lag= 0.1 min Primary = 0.75 cfs @ 12.05 hrs, Volume= 0.058 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 149.21' Storage= 5 cf Plug-Flow detention time= 0.3 min calculated for 0.058 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 148.84 13 0 0 156.00 13 93 93 Primary OutFlow (Free Discharge) L1=Culvert # Routing Invert Outlet Devices 1 Primary 148.84' 12.0" x 102.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 146.20' S= 0.0259 '/' n=0.013 Cc= 0.900 Pond DMH-A: DMH-A Hydro graph Plot 0.8 0.75 Cfs — Inflow — Primary 0.7 0.6 �' w 0.5 v V 3 0.4 0 U- 0.3 0.2 0.1 0 5 6 7 8 9 10 .11 12 13 14 15 1617 18 19 20 Time (hours) P73 of 193 oil PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 24 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment R-28: ROOF Runoff = 4.07 cfs @ 12.09 hrs, Volume= 0.309 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 62,437 98 Roof Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc wr Subcatchment R-28: ROOF Hydrograph Plot .m 4;47 cfs — Runoff 4 3 w 0 2 ai 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P72 of 193 PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 23 HydroCAD®6 00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-9: CB-9 Runoff = 1.75 cfs @ 12.09 hrs, Volume= 0.125 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 4,590 74 >75% Grass cover, Good, HSG C 24,765 98 Paved parking & roofs 29,355 94 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-9: CB-9 Hydrograph Plot 1.75 ds — Runoff 1 0 LL , • 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P71 of 193 PROPOS-3 2 YEAR STORM M Prepared by Edwards and Kelcey Page 22 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-7: CB-7 Runoff = 0.76 cfs @ 12.09 hrs, Volume= 0.052 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 4,713 74 >75% Grass cover, Good, HSG C 9,986 98 Paved parking & roofs , 14,699 90 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-7: CB-7 Hydrograph Plot 0.76��fs 0.8 _ — Runoff 0.7 0.6 N �- 0.5 3 0.4 0 U- 0.3 0.2 0.1 0 5 6 7 ­8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) P70 of 193 PROPOS~3 2 YEAR STORM Prepared by Edwards and Kelcey Page 21 HydroCAD®6 00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-6: CB-6 Runoff = 1.51 cfs @ 12.09 hrs, Volume= 0.103 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 13,352 74 >75% Grass cover, Good, HSG C 18,276 98 Paved parking & roofs 31,628 88 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-6: CB-6 Hydrograph Plot 1�5'1Cfis — Runoff v 3 U. 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P69 of 193 PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 20 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-5: CB-5 " Runoff = 0.47 cfs @ 12.09 hrs, Volume= 0.033 of Runoff by SCS TR-20 method, UH=SCS, Time Span=5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 2,111 74 >75% Grass cover, Good, HSG C 6,280 98 Paved parking & roofs 8,391 92 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) .(ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-5: CB-5 " Hydrograph Plot 0.5 0.47 cfs _ — Runoff 0.45 0.4 0.35 0.3 v 3 0.25 0.2 0.15 0.1 •,M 0.05 0 5 6 7 8 9 1011 12 1314151617181920 Time (hours) WX P68 of 193 Mw PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 19 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/2012005 Subcatchment CB-3(EX): CB-3 [46] Hint:Tc=O (Instant runoff peak depends on dt) Runoff = 0.31 cfs @ 12.00 hrs, Volume= 0.018 of Runoff by SCS TR-20 method, UH=SCS, Time Span=5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 1,161 74 >75% Grass cover, Good, HSG C 3,545 98 Paved parking & roofs 4,706 92 Weighted Average Subcatchment CB-3(EX): CB-3 Hydrograph Plot 0. 1 cfs — Runoff 0.3 0.25 � 0.2 0 0.15 0.05--- 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P67 of 193 op PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 18 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-24(E)O: CB-24 ' Runoff = 1.19 cfs @ 12.09 hrs, Volume= 0.089 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 1,155 74 >75% Grass cover, Good, HSG C 17,413 98 Paved parking & roofs 18,568 97 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) "` 6.0 Direct Entry, Min Tc Subcatchment CB-24(EX): CB-24 Hydro raph Plot 1.19 cfs , -- Runoff 1 o , u. 0 . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P66 of 193 PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 17 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-23: CB-23 Runoff = 1.35 cfs @ 12.09 hrs, Volume= 0.091 of fw Runoff by SCS TR-20 method, UH=SCS, Time Span=5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 15,721 74 >75% Grass cover, Good, HSG C 15,039 98 Paved parking & roofs 30,760 86 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-23: CB-23 Hydrograph Plot 1.35 cfs — Runoff 3 o 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P65 of 193 PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 16 .w HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-22: CB-22 Runoff = 0.31 cfs @ 12.09 hrs, Volume= 0.024 of Runoff by SCS TR-20 method, UH=SCS, Time Span=5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 4,807 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-22: CB-22 Hydrograph Plot 0.35 0.31 cfs — Runoff 0.3 0.25 0.2 0 0.15 0.1 0.05 0 5 6 7 8 9 1011 12 13 14 15 16 17 18 1920 Time (hours) `® P64 of 193 PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 15 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-21(EX): CB-21(EX) [461 Hint: Tc=O (Instant runoff peak depends on dt) Runoff = 0.90 cfs @ 12.00 hrs, Volume= 0.058 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 11,789 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Min Tc Subcatchment CB-21(EX): CB-21(EX) Hydrograph Plot 1 '`Q.9O cfs — Runoff v 0 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) OPP P63 of 193 PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 14 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-20: CB-20 Runoff = 1.83 cfs @ 12.09 hrs, Volume= 0.129 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 6,673 74 >75% Grass cover, Good, HSG C 25,030 98 Paved parking & roofs 31,703 93 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-20: CB-20 Hydrograph Plot 2 _ Runoff , ..� 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P62 of 193 PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 13 HydroCADO 6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems - 1/20/2005 Subcatchment CB-2(EX): CB-2 PR [46] Hint:Tc=O (Instant runoff peak depends on dt) Runoff = 0.05 cfs @ 12.01 hrs, Volume= 0.003 of ! ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.00" ,., Area (sf) CN Description 1,450 74 >75% Grass cover, Good, HSG C 238 98 Paved parking & roofs 1,688 77 Weighted Average Subcatchment CB-2(EX): CB-2 Hydrograph Plot 0.06 0.05 cfs -- Runoff 0.05 0.04 v V 3 0.03 0 U. 0.02 0.01 0 5 6 7 8 9 10 11 12 13 14 15 1617 18 19 20 Time (hours) P61 of 193 A PROPOS~3 2 YEAR STORM Prepared by Edwards and Kelcey Page 12 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-19: CB-19 "' Runoff = 1.05 cfs @ 12.09 hrs, Volume= 0.079 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 206 74 >75% Grass cover, Good, HSG C 15,829 98 Paved parking & roofs , 16,035 98 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-19: CB-19 do Hydrograph Plot — Runoff 1 y v v O U. Li 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P60 of 193 PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 11 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-17: CB-17 Runoff = 1.91 cfs @ 12.09 hrs, Volume= 0.129 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 21,210 74 >75% Grass cover, Good, HSG C 22,419 98 Paved parking & roofs 43,629 86 Weighted Average Tc Length Slope Velocity Capacity Description " (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-17: CB-17 Hydrograph Plot 2 Runoff 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P59 of 193 0» PROPOS-3 2 YEAR STORM so Prepared by Edwards and Kelcey Page 10 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-16: CB-16 Runoff = 1.25 cfs @ 12.09 hrs, Volume= 0.089 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 3,769 74 >75% Grass cover, Good, HSG C 17,203 98 Paved parking & roofs ,,, 20,972 94 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-16: CB-16 Hydrograph Plot Runoff 1 v O 'J LL ■ee 0 " 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P58 of 193 PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 9 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-15: CB-15 Runoff = 1.22 cfs @ 12.09 hrs, Volume= 0.090 of Runoff by SCS TR-20 method, UH=SCS, Time Span=5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 1,814 74 >75% Grass cover, Good, HSG C 17,709 98 Paved parking & roofs 19,523 96 Weighted Average Tc Length Slope Velocity Capacity Description " (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-15: CB-15 Hydrograph Plot �' 1.22'cfs — Runoff 1 v 0 LL 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P57 of 193 go PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 8 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-14: CB-14 Runoff = 1.85 cfs @ 12.09 hrs, Volume= 0.130 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type ill 24-hr Rainfall=3.00" Area (sf) CN Description 6,383 74 >75% Grass cover, Good, HSG C 25,653 98 Paved parking & roofs , 32,036 93 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-14: CB-14 ' Hydrograph Plot 2 1.85 cfs _ Runoff w 3 1 p u.. 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P56 of 193 00 PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 7 HydroCAD@ 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-13: CB-13 Runoff = 1.77 cfs @ 12.09 hrs, Volume= 0.128 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 3,780 74 >75% Grass cover, Good, HSG C 25,217 98 Paved parking & roofs 28,997 95 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) fft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-13: CB-13 Hydrograph Plot :7? cfs — Runoff 0 U. 0 5­­6­ ­i ­ '6­ ­9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P55 of 193 Am PROPOS-3 2 YEAR STORM go Prepared by Edwards and Kelcey Page 6 HydroCAD®6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-12: CB-12 no Runoff = 2.09 cfs @ 12.09 hrs, Volume= 0.151 of W Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 3,795 74 >75% Grass cover, Good, HSG C 30,301 98 Paved parking & roofs 34,096 95 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-12: CB-12 Hydrograph Plot 2:09.Cfsa — Runoff 2 Joe 0 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P54 of 193 PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 5 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1120/2005 Subcatchment CB-11: CB-11 Runoff = 0.63 cfs @ 12.09 hrs, Volume= 0.046 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 1,174 74 >75% Grass cover, Good, HSG C 9,167 98 Paved parking & roofs 10,341 95 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-11: CB-11 Hydrograph Plot + 0.7 0.63 cfs — Runoff 0.6 0.5 0.4 o 0.3 u. 0.2 0.1 0 5 6 7 8 9 10 11 12 1314 15 16 17 18 19 20 Time (hours) P53 of 193 am PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 4 No HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-1(EX): CB-1 om Runoff = 0.05 cfs @ 12.10 hrs, Volume= 0.004 of Im Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 2,404 74 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-1(EX): CB-1 Hydrograph Plot 0.06 0.05 cfs — Runoff 0.05 0.04 «m v 3 0.03 0 U. 0.02 0.01 0 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) P52 of 193 PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 3 HydroCAD@ 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-Q: DMH Peak Storage=24 cf Inflow= 6.01 cfs 0.422 of Primary=6.02 cfs 0.422 of Outflow=6.02 cfs 0.422 of Pond DMH-R: DMH Peak Storage=24 cf Inflow=6.02 cfs 0.422 of Primary=6.03 cfs 0.422 of Outflow=6.03 cfs 0.422 of ' ► Pond DMH-S: DMH Peak Storage=24 cf Inflow= 6.03 cfs 0.422 of Primary=6.03 cfs 0.422 of Outflow=6.03 cfs 0.422 of Pond LCH: Roof Leaching Peak Storage= 10,462 cf Inflow=4.07 cfs 0.309 of Primary=0.06 cfs 0.069 of Outflow=0.06 cfs 0.069 of Link L1: Link 1 Inflow=21.73 cfs 1.642 of Primary=21.73 cfs 1.642 of go Runoff Area=10.527 ac Volume=1.882 of Average Depth=2.15" po P51 of 193 PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 2 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1120/2005 Subcatchment CB-3(EX): CB-3 Tc=0.0 min CN=92 Area=4,706 sf Runoff=0.31 cfs 0.018 of Subcatchment CB-5: CB-5 Tc=6.0 min CN=92 Area=8,391 sf Runoff=0.47 cfs 0.033 of Subcatchment CB-6: CB-6 Tc=6.0 min CN=88 Area=31.628 sf Runoff= 1.51 cfs 0.103 of Subcatchment CB-7: CB-7 A* Tc=6.0 min CN=90 Area=14.699 sf Runoff= 0.76 cfs 0.052 of Subcatchment CB-9: CB-9 Tc=6.0 min CN=94 Area=29.355 sf Runoff= 1.75 cfs 0.125 of Subcatchment R-28: ROOF . , Tc=6.0 min CN=98 Area=62.437 sf Runoff=4.07 cfs 0.309 of Pond DMH-A: DMH-A Peak Storage= 5 cf Inflow=0.75 cfs 0.058 of Primary= 0.75 cfs 0.058 of Outflow=0.75 cfs 0.058 of Pond DMH-B: DMH-B Peak Storage=9 cf Inflow=2.28 cfs 0.155 of Primary=2.28 cfs 0.155 of Outflow=2.28 cfs 0.155 of Pond DMH-C: DMH-C Peak Storage=9 cf Inflow=2.99 cfs 0.213 of Primary=2.99 cfs 0.213 of Outflow=2.99 cfs 0.213 of "" Pond DMH-F: DMH-F Peak Storage= 17 cf Inflow=5.43 cfs 0.453 of Primary= 5.43 cfs 0.453 of Outflow= 5.43 cfs 0.453 of Pond DMH-G: DMH-G Peak Storage= 17 cf Inflow=6.48 cfs 0.532 of Primary=6.48 cfs 0.532 of Outflow=6.48 cfs 0.532 of ** Pond DMH-H: DMH-H Peak Storage= 12 cf Inflow=3.07 cfs 0.220 of Primary=3.07 cfs 0.220 of Outflow=3.07 cfs 0.220 of Pond DMH-I: DMH-I Peak Storage= 18 cf Inflow=6.93 cfs 0.500 of Primary=6.94 cfs 0.500 of Outflow=6.94 cfs 0.500 of Pond DMH-J: DMH-J Peak Storage=32 cf Inflow= 15.24 cfs 1.161 of Primary= 15.26 cfs 1.161 of Outflow= 15.26 cfs 1.161 of Pond DMH-L: DMH-L Peak Storage= 14 cf Inflow= 15.26 cfs 1.161 of Primary= 15.26 cfs 1.161 of Outflow= 15.26 cfs 1.161 of Pond DMH-P: DMH Peak Storage= 11 cf Inflow=3.16 cfs 0.218 of Primary=3.16 cfs 0.218 of Outflow=3.16 cfs 0.218 of P50 of 193 PROPOS-3 2 YEAR STORM Prepared by Edwards and Kelcey Page 1 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=3.00" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment CB-1(EX): CB-1 Tc=6.0 min CN=74 Area=2,404 sf Runoff= 0.05 cfs 0.004 of Subcatchment CB-11: CB-11 Tc=6.0 min CN=95 Area=10,341 sf Runoff= 0.63 cfs 0.046 of Subcatchment CB-12: CB-12 Tc=6.0 min CN=95 Area=34,096 sf Runoff=2.09 cfs 0.151 of Subcatchment CB-13: CB-13 Tc=6.0 min CN=95 Area=28,997 sf Runoff= 1.77 cfs 0.128 of Subcatchment CB-14: CB-14 Tc=6.0 min CN=93 Area=32,036 sf Runoff= 1.85 cfs 0.130 of Subcatchment CB-15: CB-15 Tc=6.0 min CN=96 Area=19,523 sf Runoff= 1.22 cfs 0.090 of Subcatchment CB-16: CB-16 Tc=6.0 min CN=94 Area=20,972 sf Runoff= 1.25 cfs 0.089 of Subcatchment CB-17: CB-17 Tc=6.0 min CN=86 Area=43,629 sf Runoff= 1.91 cfs 0.129 of Subcatchment CB-19: CB-19 Tc=6.0 min CN=98 Area=16,035 sf Runoff= 1.05 cfs 0.079 of Subcatchment CB-2(EX): CB-2 Tc=0.0 min CN=77 Area=1,688 sf Runoff=0.05 cfs 0.003 of Subcatchment CB-20: CB-20 Tc=6.0 min CN=93 Area=31,703 sf Runoff= 1.83 cfs 0.129 of Subcatchment CB-21(EX): CB-21(EX) Tc=0.0 min CN=98 Area=11,789 sf Runoff=0.90 cfs 0.058 of Subcatchment CB-22: CB-22 Tc=6.0 min C:N=98 Area=4,807 sf Runoff=0.31 cfs 0.024 of Subcatchment CB-23: CB-23 Tc=6.0 min CN=86 Area=30,760 sf Runoff= 1.35 cfs 0.091 of Subcatchment CB-24(EX): CB-24 Tc=6.0 min CN=97 Area=18,568 sf Runoff= 1.19 cfs 0.089 of P49 of 193 PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 47 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Link L1: Link 1 " Inflow = 17.28 cfs @ 12.09 hrs, Volume= 1.307 of Primary = 17.28 cfs @ 12.09 hrs, Volume= 1.307 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 5.00-20.OU hrs, dt= 0.05 hrs Link L1: Link 1 Hydrograph Plot 18 17.28 cfs — Inflow 16 _ — Primary 14 U 12 10 8 U. 6 4 2 0 5 6 7 8 9 10 11 12 1314 15 16 17 18 1920 Time (hours) �* ,M P48 of 193 PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 46 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond LCH: Roof Leaching Hydrograph Plot 3.37 cfs — Inflow — Primary 3 JUA-1 2 0 1 0.06 cfs 0 5 6 7 8 9 1011 12 1314151617181920 Time (hours) P47 of 193 PROPOS-3 1 YEAR STORM ., Prepared by Edwards and Kelcey Page 45 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 wee Pond LCH: Roof Leaching [82] Warning: Early inflow requires earlier time span Inflow = 3.37 cfs @ 12.09 hrs, Volume= 0.254 of Outflow = 0.06 cfs @ 8.20 hrs, Volume= 0.067 af, Atten= 98%, Lag= 0.0 min Primary = 0.06 cfs @ 8.20 hrs, Volume= 0.067 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 141.70' Storage= 8,213 cf Plug-Flow detention time=207.4 min calculated for 0.067 of(26% of inflow) Elevation Inc.Store Cum.Store (feet) (cubic-feet) (cubic-feet) 139.87 0 0 141.37 4,644 4,644 142.12 8,004 12,648 142.87 11,961 24,609 143.62 15,917 40,526 144.37 19,277 59,803 145.87 23,921 83,724 Primary OutFlow (Free Discharge) 11=Exfiltration 2=Orifice/Grate # Routing Invert Outlet Devices 1 Primary 0.00' 0.06 cfs ExfiItration at all elevations 2 Primary 145.20' 8.0"Vert. Orifice/Grate C=0.600 ow P46 of 193 PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 44 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 4" Pond DMH-S: DMH [79] Warning: Submerged Pond DMH-R Primary device# 1 OUTLET by 1.22' Inflow = 4.69 cfs @ 12.09 hrs, Volume= 0.327 of Outflow = 4.69 cfs @ 12.10 hrs, Volume= 0.327 af, Atten= 0%, Lag=0.1 min Primary = 4.69 cfs @ 12.10 hrs, Volume= 0.327 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 139.33' Storage= 17 cf Plug-Flow detention time= 0.1 min calculated for 0.326 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 138.00 13 0 0 146.00 13 104 104 Primary OutFlow (Free Discharge) 't--1=Culvert # Routing Invert Outlet Devices 1 Primary 138.00' 12.0" x 5.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 137.60' S= 0.0800 '/' n=0.013 Cc= 0.900 Pond DMH-S: DMH Hydrograph Plot 5 __ 4,69 ofs — Inflow — Primary 4 N U 3 0 LL 2 1 0 5 .6....7* 8 9 1011 12 13 14 151617181920 Time (hours) P45 of 193 PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 43 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-R: DMH "' [88] Warning: Qout>Qin may require Finer Routing>1 [79] Warning: Submerged Pond DMH-Q Primary device# 1 OUTLET by 1.32' an Inflow = 4.68 cfs @ 12.09 hrs, Volume= 0.327 of Outflow = 4.69 cfs @ 12.09 hrs, Volume= 0.327 af, Atten= 0%, Lag= 0.1 min oft Primary = 4.69 cfs @ 12.09 hrs, Volume= 0.327 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs ON Peak Elev= 141.13' Storage= 17 cf Plug-Flow detention time= 0.1 min calculated for 0.327 of(100% of inflow) Storage and wetted areas determined by Prismatic sections ON Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ow 139.80 13 0 0 146.00 13 81 81 Primary OutFlow (Free Discharge) am L1=Culvert # Routing Invert Outlet Devices ow 1 Primary 139.80' 12.0" x 39.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 138.10' S= 0.0436 /' n= 0.013 Cc= 0.900 o Pond DMH-R: DMH Hydrograph Plot 5 4.09dsj Inflow — Primary .� 4 N 3 0 u. 2 1 0 1 . 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) -r P44 of 193 PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 42 HydroCAD@ 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-Q: DMH Hydrograph Plot 5 4.68 cfs — Inflow — Primary �• 4 3 0 LL 2 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P43 of 193 PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 41 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-Q: DMH [82] Warning: Early inflow requires earlier time span [88] Warning: Qout>Qin may require Finer Routing>1 [85] Warning: Oscillations may require Finer Routing>1 [79] Warning: Submerged Pond DMH-P Primary device# 1 OUTLET by 1.32' Inflow = 4.68 cfs @ 12.09 hrs, Volume= 0.327 of Outflow = 4.68 cfs @ 12.09 hrs, Volume= 0.327 af, Atten= 0%, Lag= 0.1 min Primary = 4.68 cfs @ 12.09 hrs, Volume= 0.327 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 143.32' Storage= 17 cf Plug-Flow detention time= 0.2 min calculated for 0.327 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 13 0 0 145.00 13 39 39 Primary OutFlow (Free Discharge) 't-1=Culvert # Routing Invert Outlet Devices 1 Primary 142.00' 12.0" x 5.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 139.80' S= 0.44007' n= 0.013 Cc= 0.900 P42 of 193 PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 40 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-P: DMH [88] Warning: Qout>Qin may require Finer Routing>1 Inflow = 2.43 cfs @ 12.09 hrs, Volume= 0.167 of Outflow = 2.43 cfs @ 12.09 hrs, Volume= 0.167 af, Atten=0%, Lag=0.0 min Primary = 2.43 cfs @ 12.09 hrs, Volume= 0.167 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 145.73' Storage= 9 cf Plug-Flow detention time= 0.2 min calculated for 0.167 of(100%of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 145.00 13 0 0 149.00 13 52 52 Primary OutFlow (Free Discharge) 't-1=Culvert # Routing Invert Outlet Devices ' 1 Primary 145.00' 12.0" x 170.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 142.00' S=0.0176 'P n= 0.013 Cc= 0.900 Pond DMH-P: DMH Hydrograph Plot 2:43 cfs — Inflow — Primary 2 - _j I v V 3 0 5 6 7 8 9 1011 12 1314151617181920 Time (hours) P41 of 193 PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 39 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-L: DMH-L [88] Warning: Qout>Qin may require Finer Routing>1 [85] Warning: Oscillations may require Finer Routing>1 WA Inflow = 12.23 cfs @ 12.09 hrs, Volume= 0.932 of Outflow = 12.23 cfs @ 12.09 hrs, Volume= 0.932 af, Atten= 0%, Lag= 0.0 min Primary = 12.23 cfs @ 12.09 hrs, Volume= 0.932 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 131.71' Storage= 13 cf Plug-Flow detention time= 0.1 min calculated for 0.932 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 130.73 13 0 0 151.00 13 264 264 Primary OutFlow (Free Discharge) .. t--1=Culvert # Routing Invert Outlet Devices 1 Primary 130.73' 60.0" x 471.0' long Culvert RCP, rounded edge headwall, Ke=0.100 Outlet Invert= 125.37' S= 0.01147' n= 0.013 Cc= 0.900 Pond DMH-L: DMH-L Hydrograph Plot 12:23 CTS — Inflow 12 _ — Primary • 10 v g v 3 6--: 0 4 , 2 0 5 6 7 8 9 10 11 12 13' 14 15' 16 1718 19' 20 Time (hours) ' ^ P40 of 193 PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 38 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 No Pond DMH-J: DMH-J Hydrograph Plot 12.23 CTS — Inflow 12 — Primary 10 • 8 0 6 u_ 4 2 No 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 Time (hours) P39 of 193 am PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 37 .m HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMWJ: DMH-J [88] Warning: Qout>Qin may require Finer Routing>1 [80] Warning: Exceeded Pond DMH-G by 0.35' @ 12.10 hrs (5.21 cfs) [79] Warning: Submerged Pond DMH-I Primary device# 1 OUTLET by 1.75' Inflow = 12.22 cfs @ 12.09 hrs, Volume= 0.932 of Outflow = 12.23 cfs @ 12.09 hrs, Volume= 0.932 af, Atten= 0%, Lag= 0.0 min Primary = 12.23 cfs @ 12.09 hrs, Volume= 0.932 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 143.46' Storage= 24 cf Plug-Flow detention time= 0.1 min calculated for 0.929 of(100%of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 141.60 13 0 0 150.00 13 109 109 Primary OutFlow (Free Discharge) t--1=Culvert # Routing Invert Outlet Devices 1 Primary 141.60' 18.0" x 68.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 137.50' S= 0.06037' n= 0.013 Cc= 0.900 .o no P38 of 193 OF PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 36 HydroCADO 6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-I: DMH-1 Hydrograph Plot 6 5.61 cfs — Inflow — Primary 5 4 v 3 3 U. 2 1 0 5 6 7 8 9 1011 12 1314151617181920 Time (hours) P37 of 193 PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 35 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-I: DMH-1 [82] Warning: Early inflow requires earlier time span [88] Warning: Qout>Qin may require Finer Routing>1 [85] Warning: Oscillations may require Finer Routing>1 [79] Warning: Submerged Pond DMH-H Primary device# 1 OUTLET by 1.10' Inflow = 5.61 cfs @ 12.09 hrs, Volume= 0.399 of Outflow = 5.61 cfs @ 12.09 hrs, Volume= 0.399 af, Atten=0%, Lag= 0.0 min Primary = 5.61 cfs @ 12.09 hrs, Volume= 0.399 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 145.31' Storage= 14 cf Plug-Flow detention time= 0.1 min calculated for 0.399 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 144.20 13 0 0 151.00 13 88 88 Primary OutFlow (Free Discharge) t-1=Culvert # Routing Invert Outlet Devices 1 Primary 144.20' 15.0" x 124.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 141.70' S= 0.0202'P n= 0.013 Cc= 0.900 P36 of 193 PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 34 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-H: DMH-H Hydrograph Plot 2.48 cfs — Inflow — Primary 2 0 � 1 0 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) P35 of 193 4W PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 33 No HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-H: DMH-H [82] Warning: Early inflow requires earlier time span [88] Warning: Qout>Qin may require Finer Routing>1 *�^ [85] Warning: Oscillations may require Finer Routing>1 Inflow = 2.48 cfs @ 12.09 hrs, Volume= 0.175 of Outflow = 2.48 cfs @ 12.09 hrs, Volume= 0.175 af, Atten= 0%, Lag= 0.1 min Primary = 2.48 cfs @ 12.09 hrs, Volume= 0.175 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 146.27' Storage= 10 cf Plug-Flow detention time= 0.2 min calculated for 0.175 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 145.50 13 0 0 150.00 13 59 59 Primary OutFlow (Free Discharge) t-1=Culvert # Routing Invert Outlet Devices 1 Primary 145.50' 12.0" x 82.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 144.20' S=0.01597' n=0.013 Cc= 0.900 ..� P34 of 193 PROPOS~3 1 YEAR STORM Prepared by Edwards and Kelcey Page 32 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-G: DMH-G Hydrograph Plot 5.15 cfs — Inflow 5 — Primary 4 � 3 v 3 2 1 0 5 6 7 8 9 1011 12 1314151617181920 Time (hours) P33 of 193 ow PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 31 HydroCAD®6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-G: DMH-G [82] Warning: Early inflow requires earlier time span [88] Warning: Qout>Qin may require Finer Routing>1 [85] Warning: Oscillations may require Finer Routing>1 [79] Warning: Submerged Pond DMH-F Primary device# 1 INLET by 0.90' Inflow = 5.14 cfs @ 12.09 hrs, Volume= 0.431 of Outflow = 5.15 cfs @ 12.09 hrs, Volume= 0.431 af, Atten= 0%, Lag= 0.0 min Primary = 5.15 cfs @ 12.09 hrs, Volume= 0.431 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 143.10' Storage= 14 cf Plug-Flow detention time= 0.2 min calculated for 0.430 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 13 0 0 150.00 13 104 104 Primary OutFlow (Free Discharge) t--1=Culvert # Routing Invert Outlet Devices 1 Primary 142.00' 18.0" x 32.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 • Outlet Invert= 141.60' S= 0.0125 /' n= 0.013 Cc= 0.900 P32 of 193 PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 30 - HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-F: DMH-F Hydrograph Plot 4.28 cfs — Inflow 4 — Primary 3 3 c 2 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P31 of 193 M PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 29 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-F: DMH-F [88] Warning: Qout>Qin may require Finer Routing>1 [79] Warning: Submerged Pond DMH-C Primary device# 1 OUTLET by 1.12' [80] Warning: Exceeded Pond LCH by 2.43' @ 8.20 hrs (0.06 cfs) Inflow = 4.28 cfs @ 12.09 hrs, Volume= 0.366 of Outflow = 4.28 cfs @ 12.09 hrs, Volume= 0.366 af, Atten= 0%, Lag= 0.0 min Primary = 4.28 cfs @ 12.09 hrs, Volume= 0.366 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 143.32' Storage= 15.cf Plug-Flow detention time= 0.2 min calculated for 0.366 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.20 13 0 0 150.00 13 101 101 Primary OutFlow (Free Discharge) t--1=Culvert # Routing Invert Outlet Devices 1 Primary 142.20' 18.0" x 40.0' long Culvert RCP, rounded edge headwall, Ke=0.100 Outlet Invert= 142.00' S= 0.0050 7' n= 0.013 Cc= 0.900 .. WA .r P30 of 193 PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 28 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 W Pond DMH-C: DMH-C Hydrograph Plot go 2.30 cfs — Inflow — Primary 2 4• o LL 1 vo • 0 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) A" P29 of 193 .w PROPOS-3 1 YEAR STORM an Prepared by Edwards and Kelcey Page 27 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-C: DMH-C so [88] Warning: Qout>Qin may require Finer Routing>1 [80]Warning: Exceeded Pond DMH-A by 1.14' @ 12.10 hrs (3.24 cfs) "" [79] Warning: Submerged Pond DMH-B Primary device# 1 OUTLET by 0.59' Inflow = 2.30 cfs @ 12.09 hrs, Volume= 0.163 of Outflow = 2.30 cfs @ 12.09 hrs, Volume= 0.163 af, Atten= 0%, Lag=0.0 min Primary = 2.30 cfs @ 12.09 hrs, Volume= 0.163 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 150.29' Storage= 8 cf Plug-Flow detention time= 0.2 min calculated for 0.163 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 149.70 13 0 0 154.00 13 56 56 Primary OutFlow (Free Discharge) 't--1=Culvert # Routing Invert Outlet Devices 1 Primary 149.70' 18.0" x 208.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 142.20' S= 0.0361 T n=0.013 Cc= 0.900 .. No we ON P28 of 193 PROPOS-3 9 YEAR STORM Prepared by Edwards and Kelcey Page 26 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-B: DMH-B [88] Warning: Qout>Qin may require Finer Routing>1 Inflow = 1.74 cfs @ 12.09 hrs, Volume= 0.118 of Outflow = 1.75 cfs @ 12.09 hrs, Volume= 0.118 af, Atten= 0%, Lag=0.0 min Primary = 1.75 cfs @ 12.09 hrs, Volume= 0.118 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 152.60' Storage= 8 cf Plug-Flow detention time= 0.2 min calculated for 0.118 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.00 13 0 0 156.00 13 52 52 Primary OutFlow (Free Discharge) on t-1=Culvert # Routing Invert Outlet Devices 1 Primary 152.00' 12.0" x 58.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 149.70' S= 0.0397 /' n=0.013 Cc= 0.900 Pond DMH-B: DMH-B Hydrograph Plot 1.75 +cfs — Inflow — Primary w 0 4• 0 5 6 7 8 9 1011 12 1314 15 16 1718 1920 Time (hours) P27 of 193 PROPOS~3 1 YEAR STORM Prepared by Edwards and Kelcey Page 25 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-A: DMH-A [88] Warning: Qout>Qin may require Finer Routing>1 Inflow = 0.58 cfs @ 12.05 hrs, Volume= 0.045 of Outflow = 0.58 cfs @ 12.05 hrs, Volume= 0.045 af, Atten= 0%, Lag=0.1 min Primary = 0.58 cfs @ 12.05 hrs, Volume= 0.045 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 149.16' Storage=4 cf Plug-Flow detention time= 0.3 min calculated for 0.045 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 148.84 13 0 0 .. 156.00 13 93 93 Primary OutFlow (Free Discharge) t-1=Culvert # Routing Invert Outlet Devices 1 Primary 148.84' 12.0" x 102.0' long Culvert RCP, rounded edge headwall, Ke=0.100 Outlet Invert= 146.20' S= 0.0259'/' n= 0.013 Cc= 0.900 Pond DMH-A: DMH-A Hydrograph Plot 0.5$ CTS' ^ 0.6 — Inflow — Primary 0.5 ' ,u 0.4 3 0.3 0 0.2 0.1 0 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) P26 of 193 PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 24 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment R-28: ROOF Runoff = 3.37 cfs @ 12.09 hrs, Volume= 0.254 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description 62,437 98 Roof Tc Length Slope Velocity Capacity Description - (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment R-28: ROOF Hydrograph Plot 3.37 cfs — Runoff 3 0 2 3 0 IMP 1 0 5 6 7 8 9 10 11 12 13 14 15 1' 6 17 18 '1'1 9 20 Time (hours) P25 of 193 MW PROPOS-3 9 YEAR STORM am Prepared by Edwards and Kelcey Page 23 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-9: CB-9 Runoff = 1.41 cfs @ 12.09 hrs, Volume= 0.099 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description 4,590 74 >75% Grass cover, Good, HSG C 24,765 98 Paved parking & roofs 29,355 94 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-9: CB-9 Hydrograph Plot — Runoff V O 0 5 6 7 8 9 16 11 12 13 14 15 16 17 18 19 20 Time (hours) .. P24 of 193 PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 22 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-7: CB-7 Runoff = 0.59 cfs @ 12.09 hrs, Volume= 0.040 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description 4,713 74 >75% Grass cover, Good, HSG C 9,986 98 Paved parking & roofs 14,699 90 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-7: CB-7 Hydrograph Plot 0.59 cfs — Runoff 0.6 _ 0.5 0.4 c 0.3 U. 0.2 0.1 0 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) P23 of 193 PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 21 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-6: CB-6 MN Runoff = 1.15 cfs @ 12.09 hrs, Volume= 0.078 of 00 Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.50" to Area (sf) CN Description 13,352 74 >75% Grass cover, Good, HSG C 18,276 98 Paved parking & roofs 31,628 88 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-6: CB-6 Hydrograph Plot 1.15 cfs — Runoff v O 0 1 .,. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P22 of 193 PROPOS~3 1 YEAR STORM Prepared by Edwards and Kelcey Page 20 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-5: CB-5 Runoff = 0.37 cfs @ 12.09 hrs, Volume= 0.026 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.50" 5 Area (sf) CN Description 2,111 74 >75% Grass cover, Good, HSG C 6,280 98 Paved parking & roofs 8,391 92 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-5: CB-5 Hydrograph Plot 0.4 0.37 ds — Runoff 0.35 0.3 42 0.25 3 0.2 0 0.15 0.1 0.05 0 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) P21 of 193 no PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 19 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-3(EX): CB-3 [46] Hint: Tc=O (Instant runoff peak depends on dt) Runoff = 0.24 cfs @ 12.00 hrs, Volume= 0.014 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description 1,161 74 >75% Grass cover, Good, HSG C 3,545 98 Paved parking & roofs 4,706 92 Weighted Average Subcatchment CB-3(EX): CB-3 Hydrograph Plot Q.24 cfs — Runoff 0.25 0.2 0.15 0 0.1 0.05 0 5 6 7 8 9 1011 12 13 1415161718 1920 Time (hours) P20 of 193 PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 18 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-24(EX): CB-24 Runoff = 0.98 cfs @ 12.09 hrs, Volume= 0.072 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.50" Pn Area (sf) CN Description 1,155 74 >75% Grass cover, Good, HSG C 17,413 98 Paved parking & roofs 18,568 97 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-24(EX): CB-24 Hydrograph Plot . 0 98 cfs 1 — Runoff v 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P19 of 193 PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 17 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-23: CB-23 Runoff = 1.01 cfs @ 12.09 hrs, Volume= 0.068 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description 15,721 74 >75% Grass cover, Good, HSG C 15,039 98 Paved parking & roofs .. 30,760 86 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-23: CB-23 Hydrograph Plot 1.01 Cfs — Runoff 1 0 U. 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P18 of 193 PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 16 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-22: CB-22 Runoff = 0.26 cfs @ 12.09 hrs, Volume= 0.020 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description 4,807 98 Paved parking & roofs po Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-22: CB-22 Hydrograph Plot 0.26 cfs — Runoff �* 0.25 0.2 3 0.15 0 0.1 0.05 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P17 of 193 PROPOS~3 1 YEAR STORM Prepared by Edwards and Kelcey Page 15 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-21(EX): CB-21(EX) [46] Hint: Tc=O (Instant runoff peak depends on dt) Runoff = 0.75 cfs @ 12.00 hrs, Volume= 0.048 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs .. Type III 24-hr Rainfall=2.50" Area (sf) CN Description 11,789 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Min Tc Subcatchment CB-21(EX): CB-21(EX) Hydrograph Plot 0..75 cfs; 0.8 -_ _ — Runoff 0.7 0.6 U 0.5 , 3 0.4 0 0.3 0.2 0.1 0 �. 5 6 7 8 9 1011 12 1314 15 16 17 18 19 20 Time (hours) P16 of 193 so PROPOS~3 1 YEAR STORM " Prepared by Edwards and Kelcey Page 14 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-20: CB-20 Runoff = 1.46 cfs @ 12.09 hrs, Volume= 0.102 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs,dt= 0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description 6,673 74 >75% Grass cover, Good, HSG C .. 25,030 98 Paved parking & roofs 31,703 93 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-20: CB-20 Hydrograph Plot ........................................... 1.46 ds — Runoff v 0 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P15 of 193 no PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 13 MR HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-2(EX): CB-2 [461 Hint: Tc=O (Instant runoff peak depends on dt) Runoff = 0.04 cfs @ 12.01 hrs, Volume= 0.002 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs . , Type III 24-hr Rainfall=2.50" Area (sf) CN Description 1,450 74 >75% Grass cover, Good, HSG C 238 98 Paved parking & roofs 1,688 77 Weighted Average Subcatchment CB-2(EX): CB-2 Hydrograph Plot 0.04 0.04 cfs — Runoff 0.035 0.03 0.025 v 3 0.02 0.015 0.01 0.005 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P14 of 193 a� PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 12 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 on Subcatchment CB-19: CB-19 Runoff = 0.87 cfs @ 12.09 hrs, Volume= 0.065 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11124-hr Rainfall=2.50" Area (sf) CN Description 206 74 >75% Grass cover, Good, HSG C 15,829 98 Paved parking & roofs 16,035 98 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-19: CB-19 Hydrograph Plot 0:87 cfs 0.9 — Runoff 0.8 0.7 0.6 0.5 3 c 0.4 LL 0.3 0.2 0.1 0 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) e P13 of 193 .m PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 11 M" HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-17: CB-17 am Runoff = 1.43 cfs @ 12.09 hrs, Volume= 0.096 of MM Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.50" an Area (sf) CN Description 21,210 74 >75% Grass cover, Good, HSG C 22,419 98 Paved parking & roofs 43,629 86 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-17: CB-17 Hydrograph Plot 1.43--cfs , — Runoff u o fop UZ 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P12 of 193 PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 10 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-16: CB-16 Runoff = 1.00 cfs @ 12.09 hrs, Volume= 0.071 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description 3,769 74 >75% Grass cover, Good, HSG C 17,203 98 Paved parking & roofs 20,972 94 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc 40 Subcatchment CB-16: CB-16 Hydrograph Plot 1.00 cfs — Runoff 0 u. 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P11 of 193 «m PROPOS-3 1 YEAR STORM am Prepared by Edwards and Kelcey Page 9 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-15: CB-15 so Runoff = 1.00 cfs @ 12.09 hrs, Volume= 0.073 of .s Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.50" so Area (sf) CN Description 1,814 74 >75% Grass cover, Good, HSG C 17,709 98 Paved parking & roofs 19,523 96 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-15: CB-15 Hydrograph Plot cfs ' 1 — Runoff o LL .. 0 rTT 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P10 of 193 PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 8 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-14: CB-14 Runoff = 1.47 cfs @ 12.09 hrs, Volume= 0.103 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description 6,383 74 >75% Grass cover, Good, HSG C 25,653 98 Paved parking & roofs 32,036 93 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-14: CB-14 Hydrograph Plot 1.47 CfS — Runoff w o LL. 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P9 of 193 am PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 7 RM HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-13: CB-13 Runoff = 1.44 cfs @ 12.09 hrs, Volume= 0.103 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description 3,780 74 >75% Grass cover, Good, HSG C 25,217 98 Paved parking & roofs �. 28,997 95 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-13: CB-13 Hydrograph Plot 1:44 cfs ' — Runoff 1 0 0 5 6 7 8 9 10 11 12 13 14 15 16. .1'7 18 19 20 Time (hours) P8 of 193 PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 6 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-12: CB-12 Runoff = 1.69 cfs @ 12.09 hrs, Volume= 0.121 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description 3,795 74 >75% Grass cover, Good, HSG C 30,301 98 Paved parking & roofs 34,096 95 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-12: CB-12 Hydrograph Plot Runoff � 1 o U. 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P7 of 193 PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 5 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-11: CB-11 Runoff = 0.51 cfs @ 12.09 hrs, Volume= 0.037 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description 1,174 74 >75% Grass cover, Good, HSG C 9,167 98 Paved parking & roofs 10,341 95 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) .(ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-11: CB-11 Hydrograph Plot 0.51 .cfs — Runoff 0.5 0.4 0.3 0 0.2 0.1 —'j 0 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) P6 of 193 PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 4 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-1(EX): CB-1 Runoff = 0.03 cfs @ 12.11 hrs, Volume= 0.003 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description 2,404 74 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment CB-1(EX): CB-1 Hydrograph Plot O.q3 Cfs — Runoff 0.035 0.03 ._ 0.025 0.02 LL—°, 0.015 0.01 0.005 0 5 6 7 8 9 1011 12 1314 15 16 17 18 19 20 Time (hours) P5 of 193 oft PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 3 am HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Pond DMH-Q: DMH Peak Storage= 17 cf Inflow=4.68 cfs 0.327 of as Primary=4.68 cfs 0.327 of Outflow=4.68 cfs 0.327 of Pond DMH-R: DMH Peak Storage= 17 cf Inflow=4.68 cfs 0.327 of "" Primary=4.69 cfs 0.327 of Outflow=4.69 cfs 0.327 of Pond DMH-S: DMH Peak Storage= 17 cf Inflow=4.69 cfs 0.327 of 00 Primary=4.69 cfs 0.327 of Outflow=4.69 cfs 0.327 of Pond LCH: Roof Leaching Peak Storage= 8,213 cf Inflow=3.37 cfs 0.254 of so Primary=0.06 cfs 0.067 of Outflow=0.06 cfs 0.067 of Link L1: Link 1 Inflow= 17.28 cfs 1.307 of Primary= 17.28 cfs 1.307 of Runoff Area=10.527 ac Volume= 1.495 of Average Depth= 1.70" P4 of 193 PROPOS-3 1 YEAR STORM Prepared by Edwards and Kelcey Page 2 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Subcatchment CB-3(EX): CB-3 Tc=0.0 min CN=92 Area=4,706 sf Runoff=0.24 cfs 0.014 of Subcatchment CB-5: CB-5 Tc=6.0 min CN=92 Area=8,391 sf Runoff=0.37 cfs 0.026 of as Subcatchment CB-6: CB-6 Tc=6.0 min CN=88 Area=31.628 sf Runoff= 1.15 cfs 0.078 of Subcatchment CB-7: CB-7 Tc=6.0 min CN=90 Area=14.699 sf Runoff=0.59 cfs 0.040 of Subcatchment CB-9: CB-9 Tc=6.0 min CN=94 Area=29.355 sf Runoff= 1.41 cfs 0.099 of Subcatchment R-28: ROOF Tc=6.0 min CN=98 Area=62.437 sf Runoff=3.37 cfs 0.254 of Pond DMH-A: DMH-A Peak Storage=4 cf Inflow=0.58 cfs 0.045 of Primary=0.58 cfs 0.045 of Outflow=0.58 cfs 0.045 of Pond DMH-B: DMH-B Peak Storage=8 cf Inflow= 1.74 cfs 0.118 of Primary= 1.75 cfs 0.118 of Outflow= 1.75 cfs 0.118 of Pond DMH-C: DMH-C Peak Storage=8 cf Inflow=2.30 cfs 0.163 of Primary=2.30 cfs 0.163 of Outflow=2.30 cfs 0.163 of Pond DMH-F: DMH-F Peak Storage= 15 cf Inflow=4.28 cfs 0.366 of Primary=4.28 cfs 0.366 of Outflow=4.28 cfs 0.366 of Pond DMH-G: DMH-G Peak Storage= 14 cf Inflow= 5.14 cfs 0.431 of Primary= 5.15 cfs 0.431 of Outflow=5.15 cfs 0.431 of Pond DMH-H: DMH-H Peak Storage= 10 cf Inflow=2.48 cfs 0.175 of to Primary=2.48 cfs 0.175 of Outflow=2.48 cfs 0.175 of Pond DMH-I: DMH-I Peak Storage= 14 cf Inflow=5.61 cfs 0.399 of go Primary= 5.61 cfs 0.399 of Outflow=5.61 cfs 0.399 of Pond DMH-J: DMH-J Peak Storage=24 cf Inflow= 12.22 cfs 0.932 of Primary= 12.23 cfs 0.932 of Outflow= 12.23 cfs 0.932 of Pond DMH-L: DMH-L Peak Storage= 13 cf Inflow= 12.23 cfs 0.932 of Primary= 12.23 cfs 0.932 of Outflow= 12.23 cfs 0.932 of Pond DMH-P: DMH Peak Storage=9 cf Inflow=2.43 cfs 0.167 of Primary=2.43 cfs 0.167 of Outflow=2.43 cfs 0.167 of P3 of 193 so PROPOS-3 1 YEAR STORM am Prepared by Edwards and Kelcey Page 1 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/20/2005 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points .. Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=2.50" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment CB-1(EX): CB-1 Tc=6.0 min CN=74 Area=2,404 sf Runoff=0.03 cfs 0.003 of Subcatchment CB-11: CB-11 Tc=6.0 min CN=95 Area=10,341 sf Runoff= 0.51 cfs 0.037 of Subcatchment CB-12: CB-12 Tc=6.0 min CN=95 Area=34,096 sf Runoff= 1.69 cfs 0.121 of Subcatchment CB-13: CB-13 Tc=6.0 min CN=95 Area=28,997 sf Runoff= 1.44 cfs 0.103 of Subcatchment CB-14: CB-14 Tc=6.0 min CN=93 Area=32,036 sf Runoff= 1.47 cfs 0.103 of .re Subcatchment CB-15: CB-15 Tc=6.0 min CN=96 Area=19,523 sf Runoff= 1.00 cfs 0.073 of Subcatchment CB-16: CB-16 Tc=6.0 min CN=94 Area=20,972 sf Runoff= 1.00 cfs 0.071 of Subcatchment CB-17: CB-17 Tc=6.0 min CN=86 Area=43,629 sf Runoff= 1.43 cfs 0.096 of Subcatchment CB-19: CB-19 Tc=6.0 min CN=98 Area=16,035 sf Runoff=0.87 cfs 0.065 of Subcatchment CB-2(EX): CB-2 Tc=0.0 min CN=77 Area=1,688 sf Runoff=0.04 cfs 0.002 of Subcatchment CB-20: CB-20 Tc=6.0 min CN=93 Area=31,703 sf Runoff= 1.46 cfs 0.102 of Subcatchment CB-21(EX): CB-21(EX) Tc=0.0 min CN=98 Area=11,789 sf Runoff=0.75 cfs 0.048 of Subcatchment CB-22: CB-22 Tc=6.0 min CN=98 Area=4,807 sf Runoff= 0.26 cfs 0.020 of Subcatchment CB-23: CB-23 Tc=6.0 min CN=86 Area=30,760 sf Runoff= 1.01 cfs 0.068 of Subcatchment CB-24(EX): CB-24 Tc=6.0 min CN=97 Area=18,568 sf Runoff=0.98 cfs 0.072 of P2 of 193 CB-17 0 C CO CA3 Drainage Diagram for PROPOS-3 on 'Link Prepared by Edwards and Kelcey 1/20/2005 HydroCAD@ 6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems EXISTI~2 100 YEAR STORM Prepared by Edwards and Kelcey Page 35 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Link L1: Link 1 Inflow = 56.26 cfs @ 12.08 hrs, Volume= 4.748 of Primary = 56.26 cfs @ 12.08 hrs, Volume= 4.748 af, Atten=0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs «� Link L1: Link 1 Hydrograph Plot 60 56.26 cfs — Inflow — Primary 50 40 v 3 30 0 20 10 OL-- . .. .. .... 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E138 of 138 EXISTI-2 100 YEAR STORM Prepared by Edwards and Kelcey Page 34 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Pond DMH-E2: DMH-E2 Hydrograph Plot 40 36.82 cfs - — Inflow 35 — Primary 30 v 25 3 20 0 15 10 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E137 of 138 on so EXISTI-2 100 YEAR STORM Prepared by Edwards and Kelcey Page 33 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 r Pond DMH-E2: DMH-E2 [82] Warning: Early inflow requires earlier time span 0 [85] Warning: Oscillations may require Finer Routing>1 [79] Warning: Submerged Pond DMH-E1 Primary device# 1 INLET by 9.30' as Inflow = 36.88 cfs @ 12.08 hrs, Volume= 2.941 of Outflow = 36.82 cfs @ 12.08 hrs, Volume= 2.940 af, Atten=0%, Lag= 0.0 min Primary = 36.82 cfs @ 12.08 hrs, Volume= 2.940 of ■, Routing by Stor-Ind method, Time Span=5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 140.03' Storage=4 cf Plug-Flow detention time=0.1 min calculated for 2.931 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 140.00 0 0 0 149.00 244 1,098 1,098 Primary Outflow (Free Discharge) 't-1=Culvert # Routing Invert Outlet Devices 1 Primary 137.00' 60.0" x 248.0' long Culvert RCP, rounded edge headwall, Ke=0.100 Outlet Invert= 125.37' S= 0.0469 '/' n=0.013 Cc= 0.900 E136 of 138 EXISTI~2 100 YEAR STORM Prepared by Edwards and Kelcey Page 32 HydroCADO 6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/10/2005 Pond DMH-E1: DMH-E1 Hydrograph Plot 26.20 cfs — Inflow 25 — Primary 20 3 15 0 U. 10 5 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E135 of 138 .w am EXISTI~2 100 YEAR STORM Prepared by Edwards and Kelcey Page 31 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 on Pond DMH-E1: DMH-E1 ow [82] Warning: Early inflow requires earlier time span [85]Warning: Oscillations may require Finer Routing>1 [79]Warning: Submerged Pond CB-E7 Primary device# 1 OUTLET by 5.48' 00 Inflow = 26.31 cfs @ 12.09 hrs, Volume= 1.980 of Outflow = 26.20 cfs @ 12.09 hrs, Volume= 1.979 af, Atten= 0%, Lag= 0.0 min Primary = 26.20 cfs @ 12.09 hrs, Volume= 1.979 of an Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 143.01' Storage= 1 cf ow Plug-Flow detention time= 0.1 min calculated for 1.979 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 143.00 0 0 0 151.00 244 976 976 Primary OutFlow (Free Discharge) t-1=Culvert # Routing Invert Outlet Devices 1 Primary 130.73' 60.0" x 160.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 ' Outlet Invert= 130.70' S=0.0002 'P n=0.013 Cc= 0.900 E134 of 138 EXISTI-2 100 YEAR STORM Prepared by Edwards and Kelcey Page 30 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Pond CB-E9: CB-E9 [82] Warning: Early inflow requires earlier time span [91] Warning: Storage range exceeded by 7.07' ! * Inflow = 6.91 cfs @ 12.09 hrs, Volume= 0.529 of Outflow - 5.79 cfs @ 12.14 hrs, Volume= 0.512 af, Atten= 16%, Lag= 3.4 min Primary = 5.79 cfs @ 12.14 hrs, Volume= 0.512 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 156.07' Storage= 1,961 cf Plug-Flow detention time=27.1 min calculated for 0.510 of(96%of inflow) Storage and wetted areas determined by Prismatic sections wu Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 140.00 0 0 0 149.00 244 1,098 1,098 Primary OutFlow (Free Discharge) t-1=Culvert # Routing Invert Outlet Devices 1 Primary 145.91' 10.0" x 177.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 145.10' S=0.0046 'P n=0.013 Cc= 0.900 Pond CB-E9: CB-E9 Hydrograph Plot i: 1fs — Inflow �► 7 5.79 cfs — Primary 6 5 � 4 0 d: 3 so 2 1 0 5 6 7 8 9 1011 12 1314 151617181920 Time (hours) E133 of 138 EXISTI-2 100 YEAR STORM Prepared by Edwards and Keicey Page 29 HydroCADO 6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/10/2005 Pond CB-E7: CB-E7 Hydrograph Plot 18 16.55 cfs — Inflow 16 — Primary 14 12 10 3 o 8 6 4 2 0 5 6 7 8'­'6­1' 0 11 121314 15161718 19' 20 Time (hours) E132 of 138 EXISTI-2 100 YEAR STORM Prepared by Edwards and Kelcey Page 28 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Pond CB-E7: CB-E7 [82] Warning: Early inflow requires earlier time span [85] Warning: Oscillations may require Finer Routing>1 [79] Warning: Submerged Pond CB-E5 Primary device# 1 INLET by 2.54' Inflow = 16.63 cfs @ 12.09 hrs, Volume= 1.230 of Outflow = 16.55 cfs @ 12.10 hrs, Volume= 1.219 af, Atten= 1%, Lag= 0.5 min Primary = 16.55 cfs @ 12.10 hrs, Volume= 1.219 of Routing by Stor-Ind method,Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 148.36' Storage= 776 cf Plug-Flow detention time= 7.1 min calculated for 1.215 of(99%of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 0 0 0 150.00 244 976 976 Primary OutFlow (Free Discharge) t--1=Culvert # Routing Invert Outlet Devices 1 Primary 145.58' 18.0" x 266.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 137.53' S= 0.0303'/' n=0.013 Cc= 0.900 E131 of 138 EXISTI-2 100 YEAR STORM Prepared by Edwards and Kelcey Page 27 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Pond CB-E5: CB-E5 Hydrograph Plot 16 15.10 cfs — I nflow 14 — Primary 12 10 3 8 .0 6 4 2 0 5 6 7 8 9 10 11 12 1314 15 16 17 18 1920 Time (hours) El 30 of 138 EXISTI-2 100 YEAR STORM Prepared by Edwards and Kelcey Page 26 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Pond CB-E5: CB-E5 [82] Warning: Early inflow requires earlier time span [88] Warning: Qout>Qin may require Finer Routing>1 [79] Warning: Submerged Pond CB-E3 Primary device# 1 OUTLET by 2.47' Inflow = 15.09 cfs @ 12.08 hrs, Volume= 1.123 of Outflow = 15.10 cfs @ 12.09 hrs, Volume= 1.112 af, Atten=0%, Lag=0.5 min Primary = 15.10 cfs @ 12.09 hrs, Volume= 1.112 of Routing by Stor-Ind method,Time Span= 5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 148.80' Storage=830 cf Plug-Flow detention time= 8.9 min calculated for 1.108 of(99% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 0 0 0 150.00 244 976 976 Primary OutFlow (Free Discharge) 't-1=Culvert # Routing Invert Outlet Devices 1 Primary 145.82' 18.0" x 23.0' long Culvert RCP, rounded edge headwall, Ke=0.100 Outlet Invert= 145.58' S= 0.0104'/' n= 0.013 Cc=0.900 E129 of 138 EXISTI-2 100 YEAR STORM Prepared by Edwards and Kelcey Page 25 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Pond CB-E3: CB-E3 [82]Warning: Early inflow requires earlier time span Inflow = 1.05 cfs @ 12.01 hrs, Volume= 0.070 of Outflow = 1.03 cfs @ 12.02 hrs, Volume= 0.057 af, Atten=2%, Lag= 0.6 min Primary = 1.03 cfs @ 12.02 hrs, Volume= 0.057 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 149.28' Storage=644 cf Plug-Flow detention time= 89.2 min calculated for 0.057 of(81%of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) . . 144.00 0 0 0 152.00 244 976 976 Primary OutFlow (Free Discharge) 't-1=Culvert # Routing Invert Outlet Devices ' 1 Primary 148.84' 12.0" x 126.0' long Culvert RCP, rounded edge headwall, Ke=0.100 Outlet Invert= 146.32' S=0.0200'/' n= 0.013 Cc= 0.900 Pond CB-E3: CB-E3 Hydrograph Plot , 1.03 Cfs — Inflow 1 — Primary Aft w 3 0 U. 0 5 6 7 8 9 1011 12 13141516 17181920 Time (hours) E128 of 138 EXISTI-2 100 YEAR STORM Prepared by Edwards and Kelcey Page 24 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Pond CB-E18: CB-E18 Hydrograph Plot 9.72 cfs — Inflow 10 8.77 ds Prima 9 — rY 8 .. 7 .. 6 3 5 0 u- 4 3 2 J, 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 Time (hours) E127 of 138 EXISTI-2 100 YEAR STORM Prepared by Edwards and Kelcey Page 23 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Pond CB-E18: CB-E18 [82]Warning: Early inflow requires earlier time span [91] Warning: Storage range exceeded by 2.48' [85] Warning: Oscillations may require Finer Routing>1 [79] Warning: Submerged Pond CB-E9 Primary device# 1 INLET by 4.50' Inflow = 9.72 cfs @ 12.11 hrs, Volume= 0.825 of Outflow = 8.77 cfs @ 12.16 hrs, Volume= 0.812 af, Atten= 10%, Lag= 3.2 min .. Primary = 8.77 cfs @ 12.16 hrs, Volume= 0.812 of Routing by Stor-Ind method,Time Span= 5.00-20.00 hrs, dt=0.05 hrs �. Peak Elev= 150.48' Storage= 1,278 cf Plug-Flow detention time= 13.3 min calculated for 0.812 of(98%of inflow) Storage and wetted areas determined by Prismatic sections * Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 140.00 0 0 0 148.00 244 976 976 Primary Outflow (Free Discharge) 't-1=Culvert # Routing Invert Outlet Devices 1 Primary 144.74' 12.0" x 165.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 137.47' S= 0.0441 T n=0.013 Cc= 0.900 E126 of 138 EXISTI-2 100 YEAR STORM Prepared by Edwards and Kelcey Page 22 �* HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment R-E26: R-E26 Runoff = 0.41 cfs @ 12.09 hrs, Volume= 0.032 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 2,903 98 Roof Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment R-E26: R-E26 Hydrograph Plot 0.45 _ 0: 1 cfs — Runoff 0.4 0.35 0.3 0.25 6 0.2 U. 0.15 0.1 0.05 0 5 6 7 8 9 1011 12 1314 15 16 17 18 19 20 Time (hours) op E125 of 138 EXISTI-2 100 YEAR STORM Prepared by Edwards and Kelcey Page 21 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment R-E25b: R-E25 Runoff = 4.53 cfs @ 12.09 hrs, Volume= 0.350 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" " Area (sf) CN Description 32,180 98 Roof • Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment R-E25b: R-E25 Hydrograph Plot 5 – Runoff 4 3 0 LL. 2 1 0-L,;,— 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E124 of 138 00 go EXISTI-2 100 YEAR STORM Prepared by Edwards and Kelcey Page 20 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment R-E25a: R-E25a Runoff = 4.53 cfs @ 12.09 hrs, Volume= 0.350 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description �. 32,180 98 Roof Tc Length Slope Velocity Capacity Description W (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment R-E25a: R-E25a Hydrograph Plot x.53,:cfs a 5 — Runoff 4 2 3 0 2 - 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E123 of 138 EXISTI~2 100 YEAR STORM Prepared by Edwards and Kelcey Page 19 HydroCAD®6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E9: CB-E9 Runoff = 2.39 cfs @ 12.09 hrs, Volume= 0.179 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" *■ Area (sf) CN Description 2,676 74 >75% Grass cover, Good, HSG C 14,753 98 Paved parking &roofs 17,429 94 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E9: CB-E9 Hydrograph Plot Runoff 2 3 0 0 5 6 7 8 9 1.0 11 12 13 14 15 116"117.. 6 17 18 .119.'210 Time (hours) E122 of 138 EXISTI-2 100 YEAR STORM Prepared by Edwards and Kelcey Page 18 PM HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E8: CB-E8 Runoff = 3.63 cfs @ 12.09 hrs, Volume= 0.279 of - Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs,dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 1,457 74 >75% Grass cover, Good, HSG C 24,448 98 Paved parking & roofs 25,905 97 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) �. 6.0 Direct Entry, Min Tc Subcatchment E8: CB-E8 Hydrograph Plot 3. i33'o $ w — Runoff 3 2 3 0 U. 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E121 of 138 ..e EXISTI-2 100 YEAR STORM Prepared by Edwards and Kelcey Page 17 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E7: CB-E7 Runoff = 1.54 cfs @ 12.09 hrs, Volume= 0.118 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 363 74 >75% Grass cover, Good, HSG C • 10,602 98 Paved parking & roofs 10,965 97 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E7: CB-E7 Hydrograph Plot �. Runoff v 1 0 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 , Time (hours) E120 of 138 EXISTI-2 100 YEAR STORM Prepared by Edwards and Kelcey Page 16 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 i- Subcatchment E6: CB-E6 Runoff = 1.59 cfs @ 12.09 hrs, Volume= 0.117 of Runoff by SCS TR-20 method, UH=SCS, Time Span=5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description ! " 2,774 74 >75% Grass cover, Good, HSG C 9,084 98 Paved parking & roofs 11,858 92 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E6: CB-E6 Hydrograph Plot 1.59 cfs — Runoff 3 0 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E119 of 138 EXISTI-2 100 YEAR STORM Prepared by Edwards and Kelcey Page 15 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E5: CB-E5 Runoff = 9.12 cfs @ 12.09 hrs, Volume= 0.671 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 17,384 74 >75% Grass cover, Good, HSG C 50,662 98 Paved parking & roofs 68,046 92 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E5: CB-E5 Hydrograph Plot — Runoff 9 8 7 v 6 3 5 0 4 3 , 2 1 , 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) "` E118 of 138 EXISTI-2 100 YEAR STORM Prepared by Edwards and Kelcey Page 14 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment El CB-E3 [46] Hint: Tc=O (Instant runoff peak depends on dt) Runoff = 0.71 cfs @ 12.00 hrs, Volume= 0.044 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 1,771 74 >75% Grass cover, Good, HSG C w 2,935 98 Paved parking & roofs 4,706 89 Weighted Average Subcatchment El CB-E3 Hydrograph Plot ee 0.7'1 cfs — Runoff 0.7 0.6 0.5 v 0 0.3 0.2 0.1 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) E117 of 138 w .. EXISTI-2 100 YEAR STORM Prepared by Edwards and Kelcey Page 13 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 ,.. Subcatchment E2: CB-E2 [46] Hint: Tc=O (Instant runoff peak depends on dt) �. Runoff = 0.20 cfs @ 12.00 hrs, Volume= 0.012 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 1,450 74 >75% Grass cover, Good, HSG C 238 98 Paved parking & roofs 1,688 77 Weighted Average Subcatchment E2: CB-E2 Hydrograph Plot 0.22 _ _ . . 1 Crs� — Runoff 0.2 0.18 0.16 , 0.14 0.12 3 0.1 0 0.08 0.06 0.04 0.02 0 5 6 7 8 9 1011 12 1314 15 16 17 18 1920 Time (hours) E116 of 138 EXISTI-2 100 YEAR STORM Prepared by Edwards and Kelcey Page 12 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E13: CB-E13 Runoff = 3.03 cfs @ 12.09 hrs, Volume= 0.223 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 6,064 74 >75% Grass cover, Good, HSG C 16,517 98 Paved parking & roofs 22,581 92 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E13: CB-E13 Hydrograph Plot �3.03'Cf — Runoff 2 3 0 LL 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E115 of 138 .�r EXISTI-2 100 YEAR STORM Prepared by Edwards and Kelcey Page 11 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E12: CB-E12 Runoff = 5.29 cfs @ 12.09 hrs, Volume= 0.410 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" w Area (sf) CN Description 658 74 >75% Grass cover, Good, HSG C •� 36,960 98 Paved parking & roofs 37,618 98 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc .. Subcatchment E12: CB-E12 Hydrograph Plot 529 — Runoff 5 AM 4 g. w 3 o U. 2 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E114 of 138 w. ra EXISTI-2 100 YEAR STORM Prepared by Edwards and Kelcey Page 10 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E1: CB-E1 Runoff = 0.22 cfs @ 12.09 hrs, Volume= 0.015 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs PA Type III 24-hr Rainfall=6.40" _ Area (sf) CN Description 2,404 74 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc ON Subcatchment E1: CB-E1 Hydrograph Plot 0.251 Cf — Runoff 0.2 42 0.15 v 3 0 0.1 0.05 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E113 of 138 .0 EXISTI-2 100 YEAR STORM am Prepared by Edwards and Kelcey Page 9 HydroCAD®6 00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E-21: CB-E21 [46] Hint: Tc=O(Instant runoff peak depends on dt) Runoff = 5.33 cfs @ 12.00 hrs, Volume= 0.335 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 8,581 74 >75% Grass cover, Good, HSG C 25,308 98 Paved parking & roofs 33,889 92 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) .. 0.0 Direct Entry, Min Tc Subcatchment E-21: CB-E21 Hydrograph Plot CAS; — Runoff 5 • V 3 o U. 2 _ "• 1 0 5 6 7 8 9 10 11 1'2' 'l 3 14 15 16 17 18 19 20 Time (hours) E112 of 138 EXISTI-2 100 YEAR STORM Prepared by Edwards and Kelcey Page 8 HydroCAD®6 00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E-20: CB-E20 Runoff = 8.61 cfs @ 12.09 hrs, Volume= 0.661 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 1,816 74 >75% Grass cover, Good, HSG C 59,673 98 Paved parking & roofs 61,489 97 Weighted Average Tc Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E-20: CB-E20 Hydrograph Plot :8. �I s 9 _ _ _ _ — Runoff 8 7 • v 5 0 4 U. 2 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E111 of 138 EXISTI~2 100 YEAR STORM Prepared by Edwards and Kelcey Page 7 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E-19: CB-E19 Runoff = 0.71 cfs @ 12.09 hrs, Volume= 0.055 of " Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" ** Area (sf) CN Description 5,082 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E-19: CB-E19 Hydrograph Plot 0.8 U.71 .ds — Runoff 0.7 0.6 0.5 0.4 0 ME 0.3 , 0.2 0.1 0 5 6 7 8 9 1011 12 13 14 15 16 17 18 1920 Time (hours) E110 of 138 to EXISTI-2 100 YEAR STORM Prepared by Edwards and Kelcey Page 6 HydroCAD@ 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E-18: CB-E18 Runoff = 1.22 cfs @ 12.09 hrs, Volume= 0.091 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 1,995 74 >75% Grass cover, Good, HSG C 7,033 98 Paved parking &roofs 9,028 93 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E-18: CB-E18 Hydrograph Plot ;x022 Cfs — Runoff v 3 0 LL 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E109 of 138 MSTI-2 100 YEAR STORM Prepared by Edwards and Kelcey Page 5 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E-17: CB-E17 [46) Hint: Tc=O (Instant runoff peak depends on dt) Runoff = 5.09 cfs @ 12.00 hrs, Volume= 0.336 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 88 74 >75% Grass cover, Good, HSG C 30,764 98 Paved parking & roofs 30,852 98 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Min Tc Subcatchment E-17: CB-E17 Hydrograph Plot Runoff ` 5 4 � 3 0 LL 2-- 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) El 08 of 138 EXISTI-2 100 YEAR STORM Prepared by Edwards and Kelcey Page 4 HydroCAD®6 00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E-16: CB-E16 Runoff = 4.50 cfs @ 12.09 hrs, Volume= 0.348 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 522 74 >75% Grass cover, Good, HSG C 31,478 98 Paved parking & roofs 32,000 98 Weighted Average A Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E-16: CB-E16 Hydrograph Plot 5 CfS — Runoff 4 42 3 v 0 2 u. 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) a E107 of 138 EXISTI-2 100 YEAR STORM Prepared by Edwards and Kelcey Page 3 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E-15: CB-E15 Runoff = 2.50 cfs @ 12.09 hrs, Volume= 0.190 of Runoff by SCS TR-20 method, UH=SCS, Time Span=5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" !+ Area (sf) CN Description 1,190 74 >75% Grass cover, Good, HSG C .., 16,752 98 Paved parking& roofs 17,942 96 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E-15: CB-E15 Hydrograph Plot �- Runoff 2 3 0 � 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E106 of 138 EXISTI-2 100 YEAR STORM Prepared by Edwards and Kelcey Page 2 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E8: CB-E8 Tc=6.0 min CN=97 Area=25.905 sf Runoff=3.63 cfs 0.279 of Subcatchment E9: CB-E9 Tc=6.0 min CN=94 Area=17.429 sf Runoff=2.39 cfs 0.179 of Subcatchment R-E25a: R-E25a Tc=6.0 min CN=98 Area=32.180 sf Runoff=4.53 cfs 0.350 of Subcatchment R-E25b: R-E25 Tc=6.0 min CN=98 Area=32.180 sf Runoff=4.53 cfs 0.350 of Subcatchment R-E26: R-E26 Tc=6.0 min CN=98 Area=2,903 sf Runoff=0.41 cfs 0.032 of Pond CB-E18: CB-E18 Peak Storage= 1,278 cf Inflow=9.72 cfs 0.825 of Primary=8.77 cfs 0.812 of Outflow=8.77 cfs 0.812 of Pond CB-E3: CB-E3 Peak Storage=644 cf Inflow= 1.05 cfs 0.070 of Primary= 1.03 cfs 0.057 of Outflow= 1.03 cfs 0.057 of on Pond CB-E5: CB-E5 Peak Storage=830 cf Inflow= 15.09 cfs 1.123 of Primary= 15.10 cfs 1.112 of Outflow= 15.10 cfs 1.112 of Pond CB4E7: CB-E7 Peak Storage= 776 cf Inflow= 16.63 cfs 1.230 of Primary= 16.55 cfs 1.219 of Outflow= 16.55 cfs 1.219 of Pond CB4E9: CB4E9 Peak Storage= 1,961 cf Inflow=6.91 cfs 0.529 of Primary= 5.79 cfs 0.512 of Outflow=5.79 cfs 0.512 of Pond DMH-E1: DMH-E1 Peak Storage= 1 cf Inflow=26.31 cfs 1.980 of Primary=26.20 cfs 1.979 of Outflow=26.20 cfs 1.979 of ON Pond DMH-E2: DMH-E2 Peak Storage=4 cf Inflow=36.88 cfs 2.941 of Primary= 36.82 cfs 2.940 of Outflow=36.82 cfs 2.940 of ON Link L1: Link 1 Inflow= 56.26 cfs 4.748 of Primary= 56.26 cfs 4.748 of No Runoff Area= 10.577 ac Volume=4.815 of Average Depth=5.46" E105 of 138 EXISTI-2 100 YEAR STORM Prepared by Edwards and Kelcey Page 1 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=6.40" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method_ .. Subcatchment E-15: CB-E15 Tc=6.0 min CN=96 Area=17,942 sf Runoff=2.50 cfs 0.190 of Subcatchment E-16: CB-E16 Tc=6.0 min CN=98 Area=32,000 sf Runoff=4.50 cfs 0.348 of Subcatchment E-17: CB-E17 Tc=0.0 min CN=98 Area=30,852 sf Runoff= 5.09 cfs 0.336 of *■ Subcatchment E-18: CB-E18 Tc=6.0 min CN=93 Area=9,028 sf Runoff= 1.22 cfs 0.091 of •• Subcatchment E-19: CB-E19 Tc=6.0 min CN=98 Area=5,082 sf Runoff=0.71 cfs 0.055 of Subcatchment E-20: CB-E20 Tc=6.0 min CN=97 Area=61,489 sf Runoff=8.61 cfs 0.661 of Subcatchment E-21: CB-E21 Tc=0.0 min CN=92 Area=33,889 sf Runoff= 5.33 cfs 0.335 of , Subcatchment E1: CB-E1 Tc=6.0 min CN=74 Area=2,404 sf Runoff=0.22 cfs 0.015 of Subcatchment E12: CB-E12 Tc=6.0 min CN=98 Area=37,618 sf Runoff= 5.29 cfs 0.410 of Subcatchment E13: CB-E13 Tc=6.0 min CN=92 Area=22,581 sf Runoff=3.03 cfs 0.223 of Subcatchment E2: CB-E2 Tc=0.0 min CN=77 Area=1,688 sf Runoff=0.20 cfs 0.012 of .w Subcatchment E3: CB-E3 Tc=0.0 min CN=89 Area=4,706 sf Runoff= 0.71 cfs 0.044 of Subcatchment E5: CB-E5 Tc=6.0 min CN=92 Area=68,046 sf Runoff= 9.12 cfs 0.671 of Subcatchment E6: CB-E6 Tc=6.0 min CN=92 Area=11,858 sf Runoff= 1.59 cfs 0.117 of Subcatchment E7: CB-E7 Tc=6.0 min CN=97 Area=10,965 sf Runoff= 1.54 cfs 0.118 of El 04 of 138 EXISTI-2 10 YEAR STORM Prepared by Edwards and Kelcey Page 34 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Link L1: Link 1 Inflow = 39.65 cfs @ 12.08 hrs, Volume= 3.216 of Primary = 39.65 cfs @ 12.08 hrs, Volume= 3.216 af, Atten= 0%, Lag=0.0 min Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link L1: Link 1 Hydrograph Plot 39,65, cfs — Inflow 40 — Primary 35 .. 30 25 0 20 U. 15 _._ 10 - ,� 5 0 5 6 7 8 9 10 11 12 1314 15 16 17 18 1920 Time (hours) E103 of 138 Aft so EXISTI-2 10 YEAR STORM Prepared by Edwards and Kelcey Page 33 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 am Pond DMH-E2: DMH-E2 Hydrograph Plot 25.52 cfs — Inflow 25 — Primary 20 15 3 0 U- 10 5 0 5 6 7 8 9 10 11 12 13 14 1516 1718 1920 Time (hours) MW Am E102 of 138 EXISTI-2 10 YEAR STORM Prepared by Edwards and Kelcey Page 32 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Pond DMH-E2: DMH-E2 [82] Warning: Early inflow requires earlier time span _ [85]Warning: Oscillations may require Finer Routing>1 [79] Warning: Submerged Pond DMH-E1 Primary device# 1 INLET by 9.29' Inflow = 25.56 cfs @ 12.08 hrs, Volume= 1.998 of Outflow = 25.52 cfs @ 12.08 hrs, Volume= 1.998 af, Atten= 0%, Lag=0.0 min Primary = 25.52 cfs @ 12.08 hrs, Volume= 1.998 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 140.02' Storage=3 cf Plug-Flow detention time=0.1 min calculated for 1.998 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 140.00 0 0 0 149.00 244 1,098 1,098 Primary OutFlow (Free Discharge) t--1=Culvert # Routing Invert Outlet Devices 1 Primary 137.00' 60.0" x 248.0'long Culvert RCP, rounded edge headwall, Ke=0.100 Outlet Invert= 125.37' S=0.04697' n=0.013 Cc= 0.900 E101 of 138 a" EXISTI-2 10 YEAR STORM Prepared by Edwards and Kelcey Page 31 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Pond DMH-E1: DMH-E1 Hydrograph Plot 20 118.06 'cfs — Inflow 18 - — Primary » 16 14 12 3 10 0 8 6 4 2 ° 0 5 6 7 8 ­6­1 0 11 12 13 14 15 16 17 18 19 20 .m Time (hours) Am MW E100 of 138 EXISTI-2 10 YEAR STORM Prepared by Edwards and Kelcey Page 30 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Pond DMH-E1: DMH-E1 [82] Warning: Early inflow requires earlier time span [85] Warning: Oscillations may require Finer Routing>1 [79] Warning: Submerged Pond CB-E7 Primary device# 1 OUTLET by 5.47' Inflow = 18.13 cfs @ 12.09 hrs, Volume= 1.331 of Outflow = 18.06 cfs @ 12.09 hrs, Volume= 1.331 af, Atten= 0%, Lag=0.0 min Primary = 18.06 cfs @ 12.09 hrs, Volume= 1.331 of Routing by Stor-Ind method,Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 143.00' Storage= 1 cf Plug-Flow detention time=0.1 min calculated for 1.326 of(100%of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 143.00 0 0 0 151.00 244 976 976 Primary OutFlow (Free Discharge) t-1=Culvert # Routing Invert Outlet Devices 1 Primary 130.73' 60.0" x 160.0' long Culvert RCP, rounded edge headwall, Ke=0.100 Outlet Invert= 130.70' S= 0.0002'P n=0.013 Cc=0.900 �w. E99 of 138 Ow so EXISTI~2 10 YEAR STORM Prepared by Edwards and Kelcey Page 29 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Pond CB-E9: CB-E9 [82] Warning: Early inflow requires earlier time span [91] Warning: Storage range exceeded by 3.10' Inflow = 4.81 cfs @ 12.09 hrs, Volume= 0.364 of Outflow = 4.04 cfs @ 12.14 hrs, Volume= 0.347 af, Atten= 16%, Lag= 3.4 min Primary = 4.04 cfs @ 12.14 hrs, Volume= 0.347 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 152.10' Storage= 1,476 cf Plug-Flow detention time= 36.1 min calculated for 0.346 of(95%of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 140.00 0 0 0 149.00 244 1,098 1,098 *■► Primary OutFlow (Free Discharge) 't-1=Culvert ., # Routing Invert Outlet Devices 1 Primary 145.91' 10.0" x 177.0' long Culvert RCP, rounded edge headwall, Ke 0.100 Outlet Invert= 145.10' S= 0.0046 /' n= 0.013 Cc= 0.900 Pond CB-E9: CB-E9 Hydrograph Plot 4.161'.'cfs — Inflow 5 4.04.Cfs — Primary 4 w 3 0 M 2 0 5 6 7 8 9 1011 12 1314151617181920 Time (hours) E98 of 138 EXISTI-2 10 YEAR STORM Prepared by Edwards and Kelcey Page 28 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Pond CB-E7: CB-E7 Hydrograph Plot 12 11.27 Cfs' _ — Inflow — Primary 10 op w 3 6 0 4 0 5 6 7 8 9 '1' 0 '1' 1 12 13 14 15 16 17 18 19"2"0 Time (hours) E97 of 138 EXISTI-2 10 YEAR STORM Prepared by Edwards and Kelcey Page 27 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Pond CB-E7: CB-E7 [88] Warning: Qout>Qin may require Finer Routing>1 [85] Warning: Oscillations may require Finer Routing>1 [79] Warning: Submerged Pond CB-E5 Primary device# 1 INLET by 1.45' Inflow = 11.25 cfs @ 12.09 hrs, Volume= 0.812 of Outflow = 11.27 cfs @ 12.10 hrs, Volume= 0.802 af, Atten=0%, Lag= 0.4 min Primary = 11.27 cfs @ 12.10 hrs, Volume= 0.802 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 147.27' Storage= 643 cf Plug-Flow detention time= 10.0 min calculated for 0.802 of(99% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 0 0 0 150.00 244 976 976 Primary OutFlow (Free Discharge) t-1=Culvert .. # Routing Invert Outlet Devices 1 Primary 145.58' 18.0" x 266.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 137.53' S= 0.0303T n=0.013 Cc= 0.900 E96 of 138 EXISTI-2 10 YEAR STORM Prepared by Edwards and Kelcey Page 26 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Pond CB-E5: CB-E5 [82] Warning: Early inflow requires earlier time span [79] Warning: Submerged Pond CB-E3 Primary device# 1 OUTLET by 1.54' Inflow = 10.21 cfs @ 12.08 hrs, Volume= 0.742 of Outflow = 10.18 cfs @ 12.09 hrs, Volume= 0.731 af, Atten= 0%, Lag=0.6 min Primary = 10.18 cfs @ 12.09 hrs, Volume= 0.731 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 147.86' Storage= 715 cf Plug-Flow detention time= 12.7 min calculated for 0.731 of(98% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 0 0 0 A* 150.00 244 976 976 y, Primary OutFlow (Free Discharge) 't-1=Culvert # Routing Invert Outlet Devices 1 Primary 145.82' 18.0" x 23.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 145.58' S= 0.01047' n=0.013 Cc= 0.900 Pond CB-E5: CB-E5 Hydrograph Plot BBC#s Inflow 10 _ _ — Primary 9 8 7 6 o 5 u- 4 3 2 1 0 5 6 7 8 9 10 11 12 1314 1516 1718 1920 Time (hours) E95 of 138 oft so EXISTI-2 10 YEAR STORM Prepared by Edwards and Kelcey Page 25 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 41* Pond CB-E3: CB-E3 [88] Warning: Qout>Qin may require Finer Routing>1 Inflow = 0.66 cfs @ 12.01 hrs, Volume= 0.043 of Outflow = 0.76 cfs @ 12.05 hrs, Volume= 0.029 af, Atten= 0%, Lag= 2.8 min Primary = 0.76 cfs @ 12.05 hrs, Volume= 0.029 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs .+ Peak Elev= 149.21' Storage=636 cf Plug-Flow detention time= 118.9 min calculated for 0.029 of(68% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) "* 144.00 0 0 0 152.00 244 976 976 Primary OutFlow (Free Discharge) t-1=Culvert # Routing Invert Outlet Devices 1 Primary 148.84' 12.0" x 126.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 146.32' S= 0.02007' n=0.013 Cc= 0.900 Pond CB-E3: CB-E3 Hydrograph Plot U.16 cfs` 0.8 __ — Inflow — Prima 0.7 0:6 cfs rY 0.6 v 0.5 3 0.4 0 0.3 0.2 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E94 of 138 EXISTI-2 10 YEAR STORM Prepared by Edwards and Kelcey Page 24 HydroCADO 6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/10/2005 Pond CB-E18: CB-E18 Hydrograph Plot 7 6.58'cfs — Inflow — Primary 6 5 � 4 � 3 0 3 2 0 5 6 7 8 9 1011 12 1314151617181920 Time (hours) E93 of 138 .M .. EXISTI-2 10 YEAR STORM Prepared by Edwards and Kelcey Page 23 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 00 Pond CB-E18: CB-E18 [82] Warning: Early inflow requires earlier time span [85] Warning: Oscillations may require Finer Routing>1 [79] Warning: Submerged Pond CB-E9 Primary device# 1 INLET by 0.92' Inflow = 6.71 cfs @ 12.11 hrs, Volume= 0.555 of Outflow = 6.58 cfs @ 12.13 hrs, Volume= 0.541 af, Atten=2%, Lag= 1.1 min Primary = 6.58 cfs @ 12.13 hrs, Volume= 0.541 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 146.87' Storage= 838 cf Plug-Flow detention time= 17.8 min calculated for 0.541 of(98% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 140.00 0 0 0 148.00 244 976 976 Primary OutFlow (Free Discharge) „ t-1=Culvert # Routing Invert Outlet Devices 1 Primary 144.74' 12.0" x 165.0' long Culvert RCP, rounded edge headwall, Ke=0.100 Outlet Invert= 137.47' S= 0.0441 T n=0.013 Cc= 0.900 E92 of 138 EXISTI-2 10 YEAR STORM Prepared by Edwards and Kelcey Page 22 HydroCAD®6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment R-E26: R-E26 Runoff = 0.29 cfs @ 12.09 hrs, Volume= 0.022 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 2,903 98 Roof Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment R-E26: R-E26 Hydrograph Plot '! 0.3 0 as — Runoff 0.25 0.2 3 0.15 0 0.1 0.05 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E91 of 138 EXISTI-2 10 YEAR STORM Prepared by Edwards and Kelcey Page 21 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 �+► Subcatchment R-E25b: R-E25 Runoff = 3.17 cfs @ 12.09 hrs, Volume= 0.244 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs ... Type III 24-hr Rainfall=4.50" Area (sf) CN Description 32,180 98 Roof Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) •* 6.0 Direct Entry, Min Tc Subcatchment R-E25b: R-E25 Hydrograph Plot 3:17 cfs — Runoff , 3 2 0 1 0 5 6 7 8 "6­1' 0 11 12 13 14 15 16 17 18 19 20 Time (hours) E90 of 138 EXISTI-2 10 YEAR STORM Prepared by Edwards and Kelcey Page 20 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment R-E25a: R-E25a Runoff = 3.17 cfs @ 12.09 hrs, Volume= 0.244 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 32,180 98 Roof Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment R-E25a: R-E25a Hydrograph Plot — Runoff 3 2 0 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E89 of 138 N. up EXISTI-2 10 YEAR STORM Prepared by Edwards and Kelcey Page 19 HydroCAD®6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/10/2005 go Subcatchment E9: CB-E9 Runoff = 1.64 cfs @ 12.09 hrs, Volume= 0.120 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 2,676 74 >75% Grass cover, Good, HSG C _ 14,753 98 Paved parking & roofs 17,429 94 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E9: CB-E9 Hydrograph Plot — Runoff 3 0 LL. 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 , Time (hours) E88 of 138 W on EXISTI-2 10 YEAR STORM Prepared by Edwards and Kelcey Page 18 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E8: CB-E8 Runoff = 2.53 cfs @ 12.09 hrs, Volume= 0.192 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 1,457 74 >75% Grass cover, Good, HSG C 24,448 98 Paved parking& roofs 25,905 97 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E8: CB-E8 Hydrograph Plot J.�.2.5 cfs — Runoff 2 v 3 0 � 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E87 of 138 MSTI-2 10 YEAR STORM Prepared by Edwards and Kelcey Page 17 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 w Subcatchment E7: CB-E7 Runoff = 1.07 cfs @ 12.09 hrs, Volume= 0.081 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 363 74 >75% Grass cover, Good, HSG C *�► 10,602 98 Paved parking & roofs 10,965 97 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E7: CB-E7 Hydrograph Plot 1:07 cf — Runoff 1 0 LL aw 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E86 of 138 ow EXISTI-2 10 YEAR STORM Prepared by Edwards and Kelcey Page 16 HydroCADO 6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E6: CB-E6 Runoff = 1.07 cfs @ 12.09 hrs, Volume= 0.077 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 2,774 74 >75% Grass cover, Good, HSG C 9,084 98 Paved parking & roofs 11,858 92 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E6: CB-E6 Hydrograph Plot 1. fS{" _ Runoff 1 v 3 0 LL 0 5 6 7 8 "6­10 11 12 13 14 15 16 17 18 19 20 Time (hours) E85 of 138 EXISTI•-2 10 YEAR STORM Prepared by Edwards and Kelcey Page 15 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E5: CB-E5 Runoff = 6.16 cfs @ 12.09 hrs, Volume= 0.443 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 17,384 74 >75% Grass cover, Good, HSG C 50,662 98 Paved parking & roofs 68,046 92 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E5: CB-E5 Hydrograph Plot Runoff 6 5 v 4 0 3 2 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E84 of 138 EXISTI-2 10 YEAR STORM Prepared by Edwards and Kelcey Page 14 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/1012005 Subcatchment El CB-E3 po [46] Hint: Tc=O (Instant runoff peak depends on dt) Runoff = 0.47 cfs @ 12.00 hrs, Volume= 0.028 of 46 Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 1,771 74 >75% Grass cover, Good, HSG C 2,935 98 Paved parking & roofs 4,706 89 Weighted Average Subcatchment El CB-E3 Hydrograph Plot 0.5 CIA & ` — Runoff 0.45 0.4 0.35 v 0.3 3 0.25 0 0.2 0.15 0.1 0.05 o., 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ON E83 of 138 EXISTI-2 10 YEAR STORM Prepared by Edwards and Kelcey Page 13 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E2: CB-E2 [46] Hint: Tc=O (Instant runoff peak depends on dt) 00 Runoff = 0.12 cfs @ 12.01 hrs, Volume= 0.007 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 1,450 74 >75% Grass cover, Good, HSG C 238 98 Paved parking &roofs 1,688 77 Weighted Average Subcatchment E2: CB-E2 Hydrograph Plot C �'12 cf$ I — Runoffl 0.12 0.1 4! 0.08 v 3 0.06 0 0.04 0.02 0 5 6 7 8 9 1011 12 1314 15 16 17 18 19 20 Time (hours) E82 of 138 EXIST1~2 10 YEAR STORM Prepared by Edwards and Kelcey Page 12 HydroCAD®6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E13: CB-E13 Runoff = 2.05 cfs @ 12.09 hrs, Volume= 0.147 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 6,064 74 >75% Grass cover, Good, HSG C 16,517 98 Paved parking & roofs 22,581 92 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E13: CB-E13 Hydrograph Plot 2 Cis — Runoff v 0 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E81 of 138 .rr EXISTI-2 10 YEAR STORM Prepared by Edwards and Kelcey Page 11 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E12: CB-E12 Runoff = 3.71 cfs @ 12.09 hrs, Volume= 0.285 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 658 74 >75% Grass cover, Good, HSG C 36,960 98 Paved parking & roofs 37,618 98 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc .w Subcatchment E12: CB-E12 Hydro raph Plot ' 4 — Runoff 3 v 3 2 0 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) VA E80 of 138 EXISTI-2 10 YEAR STORM Prepared by Edwards and Kelcey Page 10 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E1: CB-E1 Runoff = 0.12 cfs @ 12.10 hrs, Volume= 0.008 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 2,404 74 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E1: CB-E1 Hydrograph Plot , ► '! - — Runoff 0.12 0.08 v 0 0.06 AO 0.04 _ 0.02-: 0 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) E79 of 138 on EXISTI-2 10 YEAR STORM Prepared by Edwards and Kelcey Page 9 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E-21: CB-E21 [46] Hint: Tc=O (Instant runoff peak depends on dt) an Runoff = 3.60 cfs @ 12.00 hrs, Volume= 0.221 of w Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 8,581 74 >75% Grass cover, Good, HSG C 25,308 98 Paved parking & roofs 33,889 92 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Min Tc Subcatchment E-21: CB-E21 Hydrograph Plot 4 �Q — Runoff 3 v 0 1 p 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E78 of 138 EXISTI-2 10 YEAR STORM Prepared by Edwards and Kelcey Page 8 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E-20: CB-E20 Runoff = 6.01 cfs @ 12.09 hrs, Volume= 0.457 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs,dt= 0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 1,816 74 >75% Grass cover, Good, HSG C 59,673 98 Paved parking & roofs 61,489 97 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E-20: CB-E20 Hydrograph Plot 6.01 cfs — Runoff 5 tow. 4 v 3 3 0 2 0 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E77 of 138 EXISTI-2 10 YEAR STORM Prepared by Edwards and Kelcey Page 7 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E-19: CB-E19 Runoff = 0.50 cfs @ 12.09 hrs, Volume= 0.039 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=4.50" *• Area (sf) CN Description 5,082 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E-19: CB-E19 Hydrograph Plot 0.55 0�50.Cfs — Runoff 0.5 0.45 0.4 0.35 -- 0.3 0 0.25 0.2 0.15 0.1 0.05 0 5 6 7 8 9 1011 12 1314151617181920 Time (hours) E76 of 138 OW EXISTI-2 10 YEAR STORM Prepared by Edwards and Kelcey Page 6 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E-18: CB-E18 Runoff = 0.83 cfs @ 12.09 hrs, Volume= 0.061 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 1,995 74 >75% Grass cover, Good, HSG C 7,033 98 Paved parking & roofs 9,028 93 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E-18: CB-E18 Hydrograph Plot is Cf 0.9 — Runoff 0.8 0.7 0.6 -- 0.5 0 0.4 LL 0.3 0.2 0.1 0 46 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) E75 of 138 EXISTI-2 10 YEAR STORM Prepared by Edwards and Kelcey Page 5 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E-17: CB-E17 [46] Hint: Tc=O (Instant runoff peak depends on dt) Runoff = 3.56 cfs @ 12.00 hrs, Volume= 0.234 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 88 74 >75% Grass cover, Good, HSG C 30,764 98 Paved parking & roofs ., 30,852 98 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Min Tc Subcatchment E-17: CB-E17 Hydrograph Plot Runoff 3 3 2 c u. 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) AN. .* E74 of 138 EXISTI-2 10 YEAR STORM Prepared by Edwards and Kelcey Page 4 HydroCAD®6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E-16: CB-E16 Runoff = 3.15 cfs @ 12.09 hrs, Volume= 0.243 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 522 74 >75% Grass cover, Good, HSG C 31,478 98 Paved parking & roofs 32,000 98 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E-16: CB-E16 Hydrograph Plot Runoff �► 3 � 2 3 0 U. 1 : 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E73 of 138 EXISTI-2 10 YEAR STORM Prepared by Edwards and Kelcey Page 3 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E-15: CB-E15 Runoff = 1.73 cfs @ 12.09 hrs, Volume= 0.130 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 1,190 74 >75% Grass cover, Good, HSG C 16,752 98 Paved parking & roofs 17,942 96 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E-15: CB-E15 Hydrograph Plot , Runoff � 1 3 0 A 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E72 of 138 EXISTh2 10 YEAR STORM Prepared by Edwards and Kelcey Page 2 HydroCAD®6 00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/10/2005 - Subcatchment E8: CB-E8 Tc=6.0 min CN=97 Area=25.905 sf Runoff=2.53 cfs 0.192 of Subcatchment E9: CB-E9 Tc=6.0 min CN=94 Area=17.429 sf Runoff= 1.64 cfs 0.120 of Subcatchment R-E25a: R-E25a Tc=6.0 min CN=98 Area=32.180 sf Runoff=3.17 cfs 0.244 of Subcatchment R-E25b: R-E25 Tc=6.0 min CN=98 Area=32.180 sf Runoff=3.17 cfs 0.244 of Subcatchment R-E26: R-E216 Tc=6.0 min CN=98 Area=2,903 sf Runoff=0.29 cfs 0.022 of Pond CB-E18: CB-E18 Peak Storage=838 cf Inflow=6.71 cfs 0.555 of Primary=6.58 cfs 0.541 of Outflow=6.58 cfs 0.541 of Pond CB-E3: CB-E3 Peak Storage=636 cf Inflow=0.66 cfs 0.043 of Primary=0.76 cfs 0.029 of Outflow=0.76 cfs 0.029 of Pond CB-E5: CB-E5 Peak Storage=715 cf Inflow= 10.21 cfs 0.742 of Primary= 10.18 cfs 0.731 of Outflow= 10.18 cfs 0.731 of Pond CB-E7: CB-E7 Peak Storage=643 cf Inflow= 11.25 cfs 0.812 of Primary= 11.27 cfs 0.802 of Outflow= 11.27 cfs 0.802 of Pond CB-E9: CB-E9 Peak Storage= 1,476 cf Inflow=4.81 cfs 0.364 of Primary=4.04 cfs 0.347 of Outflow=4.04 cfs 0.347 of Pond DMH-E1: DMH-E1 Peak Storage= 1 cf Inflow= 18.13 cfs 1.331 of Primary= 18.06 cfs 1.331 of Outflow= 18.06 cfs 1.331 of Pond DMH-E2: DMH-E2 Peak Storage=3 cf Inflow=25.56 cfs 1.998 of Primary=25.52 cfs 1.998 of Outflow= 25.52 cfs 1.998 of Link L1: Link 1 Inflow=39.65 cfs 3.216 of Primary=39.65 cfs 3.216 of Runoff Area= 10.577 ac Volume=3.283 of Average Depth=3.72" E71 of 138 a EXISTI-2 90 YEAR STORM Prepared by Edwards and Kelcey Page 1 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=4.50" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment E-15: CB-E15 Tc=6.0 min CN=96 Area=17,942 sf Runoff= 1.73 cfs 0.130 of Subcatchment E-16: CB-E16 Tc=6.0 min CN=98 Area=32,000 sf Runoff= 3.15 cfs 0.243 of �** Subcatchment E-17: CB-E17 Tc=0.0 min CN=98 Area=30,852 sf Runoff=3.56 cfs 0.234 of Subcatchment E-18: CB-E18 Tc=6.0 min CN=93 Area=9,028 sf Runoff= 0.83 cfs 0.061 of .. Subcatchment E-19: CB-E19 Tc=6.0 min CN=98 Area=5,082 sf Runoff=0.50 cfs 0.039 of Subcatchment E-20: CB-E20 Tc=6.0 min CN=97 Area=61,489 sf Runoff=6.01 cfs 0.457 of Am Subcatchment E-21: CB-E21 Tc=0.0 min CN=92 Area=33,889 sf Runoff=3.60 cfs 0.221 of A* Subcatchment E1: CB-E1 Tc=6.0 min CN=74 Area=2,404 sf Runoff=0.12 cfs 0.008 of 6n Subcatchment E12: CB-E12 Tc=6.0 min CN=98 Area=37,618 sf Runoff=3.71 cfs 0.285 of ism Subcatchment E13: CB-E13 Tc=6.0 min CN=92 Area=22,581 sf Runoff=2.05 cfs 0.147 of on Subcatchment E2: CB-E2 Tc=0.0 min CN=77 Area=1,688 sf Runoff=0.12 cfs 0.007 of Subcatchment E3: CB-E3 Tc=0.0 min CN=89 Area=4,706 sf Runoff=0.47 cfs 0.028 of Subcatchment E5: CB-E5 Tc=6.0 min CN=92 Area=68,046 sf Runoff=6.16 cfs 0.443 of Subcatchment E6: CB-E6 Tc=6.0 min CN=92 Area=11,858 sf Runoff= 1.07 cfs 0.077 of Subcatchment E7: CB-E7 Tc=6.0 min CN=97 Area=10,965 sf Runoff= 1.07 cfs 0.081 of E70 of 138 EXISTI-2 2 YEAR STORM Prepared by Edwards and Kelcey Page 34 HydroCAD86 00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/10/2005 Link L1: Link 1 Inflow = 25.53 cfs @ 12.08 hrs, Volume= 2.009 of Primary = 25.53 cfs @ 12.08 hrs, Volume= 2.009 af, Atten= 0%, Lag=0.0 min Ok Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link L1: Link 1 Hydrograph Plot Inflow 25 Primary 20 15 0 u. 10 5 - 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 Time (hours) E69 of 138 Im .w EXISTI-2 2 YEAR STORM Prepared by Edwards and Kelcey Page 33 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 , Pond DMH-E2: DMH-E2 Hydrograph Plot 18 16.25 cfs — Inflow 16 — Primary 14 ._ 12 10 0 8 U. 6 4 2 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 A. Time (hours) E68 of 138 EXISTI-2 2 YEAR STORM Prepared by Edwards and Kelcey Page 32 HydroCAD®6 00 sln 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Pond DMH-E2: DMH-E2 [82]Warning: Early inflow requires earlier time span [85] Warning: Oscillations may require Finer Routing>1 [79] Warning: Submerged Pond DMH-E1 Primary device# 1 INLET by 9.28' Inflow = 16.26 cfs @ 12.08 hrs, Volume= 1.255 of Outflow = 16.25 cfs @ 12.08 hrs, Volume= 1.255 af, Atten= 0%, Lag= 0.0 min Primary = 16.25 cfs @ 12.08 hrs, Volume= 1.255 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 140.01' Storage=2 cf Plug-Flow detention time= 0.1 min calculated for 1.255 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 140.00 0 0 0 149.00 244 1,098 1,098 Primary OutFlow (Free Discharge) 't--1=Culvert # Routing Invert Outlet Devices 1 Primary 137.00' 60.0" x 248.0' long Culvert RCP, rounded edge headwall, Ke=0.100 Outlet Invert= 125.37' S= 0.0469 /' n=0.013 Cc= 0.900 ,e l E67 of 138 go EXISTI-2 2 YEAR STORM Prepared by Edwards and Kelcey Page 31 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Pond DMH-E1: DMH-E1 Hydrograph Plot " 12 11.33 cfs I — Inflow — Primary all 10 8 3 6 0 u. 4 2 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 Time (hours) E66 of 138 EXISTI~2 2 YEAR STORM Prepared by Edwards and Kelcey Page 30 eo HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Pond DMH-E1: DMH-E1 [82] Warning: Early inflow requires earlier time span [85] Warning: Oscillations may require Finer Routing>1 FIR [79]Warning: Submerged Pond CB-E7 Primary device# 1 OUTLET by 5.47' Inflow = 11.37 cfs @ 12.09 hrs, Volume= 0.822 of Outflow = 11.33 cfs @ 12.09 hrs, Volume= 0.821 af, Atten= 0%, Lag=0.0 min Primary = 11.33 cfs @ 12.09 hrs, Volume= 0.821 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 143.00' Storage=0 cf Plug-Flow detention time= 0.1 min calculated for 0.821 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0* 143.00 0 0 0 151.00 244 976 976 Primary OutFlow (Free Discharge) 't-1=Culvert # Routing Invert Outlet Devices 1 Primary 130.73' 60.0" x 160.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 130.70' S=0.0002'/' n=0.013 Cc= 0.900 E65 of 138 EXISTI-2 2 YEAR STORM Prepared by Edwards and Kelcey Page 29 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 ., Pond CB-E9: CB-E9 [82]Warning: Early inflow requires earlier time span [91] Warning: Storage range exceeded by 0.05' Inflow = 3.13 cfs @ 12.09 hrs, Volume= 0.234 of Outflow = 2.70 cfs @ 12.14 hrs, Volume= 0.217 af, Men= 14%, Lag= 3.0 min Primary = 2.70 cfs @ 12.14 hrs, Volume= 0.217 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 149.05' Storage= 1,104 cf Plug-Flow detention time= 50.2 min calculated for 0.217 of(93%of inflow) " Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store + (feet) (sq-ft) (cubic-feet) (cubic-feet) 140.00 0 0 0 149.00 244 1,098 1,098 .■ Primary OutFlow (Free Discharge) 't--1=Culvert # Routing Invert Outlet Devices 1 Primary 145.91' 10.0" x 177.0'long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 145.10' S= 0.00467' n= 0.013 Cc=0.900 Pond CB-E9: CB-E9 Hydrograph Plot 3.13 cfs"" — Inflow 3 2:7Q cfs — Primary V 2 0 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E64 of 138 EXISTh2 2 YEAR STORM Prepared by Edwards and Kelcey Page 28 HydroCAD®6 00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Pond CB-E7: CB-E7 Hydrograph Plot 6.84 cfs ' — Inflow ± 7 Primary 6 5 3 0 3 2 0 5 6 7 8 9 1011 12 1314151617181920 Time (hours) E63 of 138 .. EXISTI-2 2 YEAR STORM Prepared by Edwards and Kelcey Page 27 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 so Pond CB-E7: CB-E7 [88] Warning: Qout>Qin may require Finer Routing>1 [85] Warning: Oscillations may require Finer Routing>1 [79] Warning: Submerged Pond CB-E5 Primary device# 1 INLET by 0.87' Inflow = 6.83 cfs @ 12.09 hrs, Volume= 0.486 of Outflow = 6.84 cfs @ 12.10 hrs, Volume= 0.476 af, Atten=0%, Lag=0.2 min Primary = 6.84 cfs @ 12.10 hrs, Volume= 0.476 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 146.69' Storage= 572 cf Plug-Flow detention time= 14.5 min calculated for 0.474 of(98% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 0 0 0 .� 150.00 244 976 976 Primary OutFlow (Free Discharge) t--1=Culvert # Routing Invert Outlet Devices 1 Primary 145.58' 18.0" x 266.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 137.53' S=0.0303 'P n= 0.013 Cc=0.900 E62 of 138 EXISTI-2 2 YEAR STORM Prepared by Edwards and Kelcey Page 26 HydroCAD®6 00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Pond CB-E5: CB-E5 Hydrograph Plot 6:13 cfs — Inflow 6 — Primary 5 v 0 3 2 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E61 of 138 EXISTI-2 2 YEAR STORM Prepared by Edwards and Kelcey Page 25 HydroCAD®6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/10/2005 Pond CB-E5: CB-E5 [82] Warning: Early inflow requires earlier time span so [88] Warning: Qout>Qin may require Finer Routing>1 [79] Warning: Submerged Pond CB-E3 Primary device#1 OUTLET by 0.80' Inflow = 6.12 cfs @ 12.09 hrs, Volume= 0.445 of Outflow = 6.13 cfs @ 12.09 hrs, Volume= 0.434 af, Atten= 0%, Lag= 0.3 min Primary = 6.13 cfs @ 12.09 hrs, Volume= 0.434 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 147.13' Storage=625 cf .� Plug-Flow detention time= 19.0 min calculated for 0.434 of(98% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 0 0 0 �. 150.00 244 976 976 Primary OutFlow (Free Discharge) t--1=Culvert ` # Routing Invert Outlet Devices 1 Primary 145.82' 18.0" x 23.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 145.58' S= 0.0104'P n= 0.013 Cc= 0.900 E60 of 138 EXISTI-2 2 YEAR STORM Prepared by Edwards and Kelcey Page 24 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Pond CB-E3: CB-E3 Inflow = 0.36 cfs @ 12.01 hrs, Volume= 0.023 of Outflow = 0.05 cfs @ 12.65 hrs, Volume= 0.009 af, Atten=87%, Lag=38.5 min Primary = 0.05 cfs @ 12.65 hrs, Volume= 0.009 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 148.92' Storage=600 cf Plug-Flow detention time= 210.4 min calculated for 0.009 of(41% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 144.00 0 0 0 *" 152.00 244 976 976 Primary OutFlow (Free Discharge) t-1=Culvert # Routing Invert Outlet Devices 1 Primary 148.84' 12.0" x 126.0' long Culvert RCP, rounded edge headwall, Ke=0.100 Outlet Invert= 146.32' S=0.0200'/' n=0.013 Cc=0.900 Pond CB-E3: CB-E3 Hydrograph Plot 4 0. a�36 ifs — Inflow 0.35 — Primary 0.3 0.25 0.2-- _ 0 u- 0.15 0.1 0.05 CfS 0.05 0 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) 40 E59 of 138 M, MST1~2 2 YEAR STORM Prepared by Edwards and Kelcey Page 23 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Pond CB-E18: CB-E18 [85] Warning: Oscillations may require Finer Routing>1 [79]Warning: Submerged Pond CB-E9 Primary device# 1 INLET by 0.02' Inflow = 4.39 cfs @ 12.11 hrs, Volume= 0.341 of Outflow = 4.34 cfs @ 12.12 hrs, Volume= 0.328 af, Atten= 1%, Lag= 0.7 min Primary = 4.34 cfs @ 12.12 hrs, Volume= 0.328 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 145.95' Storage= 726 cf Plug-Flow detention time=24.8 min calculated for 0.328 of(96% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 140.00 0 0 0 148.00 244 976 976 .0 Primary Outflow (Free Discharge) 't-1=Culvert # Routing Invert Outlet Devices 1 Primary 144.74' 12.0" x 165.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 137.47' S=0.04417' n= 0.013 Cc=0.900 Pond CB-E18: CB-E18 Hydrograph Plot 4.34 cfs — Inflow 4 — Primary 3 v 0 — 2 u_ 1 0 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) E58 of 138 EXISTI-2 2 YEAR STORM Prepared by Edwards and Kelcey Page 22 HydroCAD®6 00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment R-E26: R-E26 Runoff = 0.19 cfs @ 12.09 hrs, Volume= 0.014 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 2,903 98 Roof Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment R-E26: R-E26 Hydrograph Plot +ifs ' 0.2 _ t . _ _ — Runoff 0.18 0.16 0.14 v 0.12 3 0.1 0 M 0.08 0.06 0.04 0.02 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E57 of 138 EXISTI-2 2 YEAR STORM Prepared by Edwards and Kelcey Page 21 HydroCAD®6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment R-E251b: R-E25 Runoff = 2.10 cfs @ 12.09 hrs, Volume= 0.159 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 32,180 98 Roof Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment R-E25b: R-E25 Hydrograph Plot Runoff 2 w v 0 1 LL 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E56 of 138 EXISTh2 2 YEAR STORM r Prepared by Edwards and Kelcey Page 20 HydroCAD®6 00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment R-E25a: R-E25a Runoff = 2.10 cfs @ 12.09 hrs, Volume= 0.159 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 32,180 98 Roof Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment R-E25a: R-E25a Hydrograph Plot I'll cfs — Runoff 2 0 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E55 of 138 EXISTI-2 2 YEAR STORM Prepared by Edwards and Kelcey Page 19 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E9: CB-E9 Runoff = 1.04 cfs @ 12.09 hrs, Volume= 0.074 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.00" * Area (sf) CN Description 2,676 74 >75% Grass cover, Good, HSG C 14,753 98 Paved parking & roofs 17,429 94 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E9: CB-E9 Hydrograph Plot 1:04 Cfsu — Runoff v 3 0 0 5 6 7 8 9 10 11 1213 14 15 16 17 18 19 20 , Time (hours) E54 of 138 EXISTI-2 2 YEAR STORM Prepared by Edwards and Kelcey Page 18 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E8: CB-E8 Runoff = 1.66 cfs @ 12.09 hrs, Volume= 0.124 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description PO 1,457 74 >75% Grass cover, Good, HSG C 24,448 98 Paved parking & roofs 25,905 97 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E8: CB-E8 Hydrograph Plot "Ifi > fs — Runoff v 1 _ 0 U. LJ 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E53 of 138 EXISTI-2 2 YEAR STORM Prepared by Edwards and Kelcey Page 17 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E7: CB-E7 Runoff = 0.70 cfs @ 12.09 hrs, Volume= 0.052 of "' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 363 74 >75% Grass cover, Good, HSG C 10,602 98 Paved parking &roofs 10,965 97 Weighted Average Tc Length Slope Velocity Capacity Description �. (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E7: CB-E7 Hydrograph Plot t . 0 ifs — Runoff 0.7 0.6 0.5 0.4 0 il: 0.3 _ 0.2-- 0.1 0 I .. .I I .. ..I q""r"'M" I-L11 I I I I 1 1; 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) E52 of 138 EXISTI-•2 2 YEAR STORM Prepared by Edwards and Kelcey Page 16 4m, HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E6: CB-E6 Runoff = 0.66 cfs @ 12.09 hrs, Volume= 0.046 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 2,774 74 >75% Grass cover, Good, HSG C 9,084 98 Paved parking & roofs 11,858 92 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E6: CB-E6 Hydrograph Plot 0.7 0:66 cfs °; — Runoff 0.6 0.5 -- 0.4 3 —° 0.3 LL 0.2 0.1 0 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) E51 of 138 EXISTI-2 2 YEAR STORM Prepared by Edwards and Kelcey Page 15 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E5: CB-E5 Runoff = 3.79 cfs @ 12.09 hrs, Volume= 0.265 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=3.00" * Area (sf) CN Description 17,384 74 >75% Grass cover, Good, HSG C *� 50,662 98 Paved parking & roofs 68,046 92 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc , Subcatchment E5: CB-E5 Hydrograph Plot 4 — Runoff 3 2 0 1 0 5 6 7 8 9 10 11 12 13 14 15"16 17 18 19 20 , Time (hours) E50 of 138 EXISTI-2 2 YEAR STORM Prepared by Edwards and Kelcey Page 14 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E3: CB-E3 [46] Hint: Tc=O (Instant runoff peak depends on dt) Runoff = 0.28 cfs @ 12.00 hrs, Volume= 0.016 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs,dt= 0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 1,771 74 >75% Grass cover, Good, HSG C 2,935 98 Paved parking & roofs 4,706 89 Weighted Average Subcatchment E3: CB-E3 Hydrograph Plot 0.3h Q.2 Cfs` — Runoff 0.25 _ - 0.2 3 0.15 0 U. 0.1 OR 0.05 0 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) E49 of 138 EXISTI-2 2 YEAR STORM Prepared by Edwards and Kelcey Page 13 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E2: CB-E2 [46] Hint: Tc=O (Instant runoff peak depends on dt) Runoff = 0.05 cfs @ 12.01 hrs, Volume= 0.003 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 1,450 74 >75% Grass cover, Good, HSG C 238 98 Paved parking & roofs 1,688 77 Weighted Average Subcatchment E2: CB-E2 Hydrograph Plot 0.06 0.05 Cfs — Runoff 0.05 0.04 3 0.03 _o 0.02 0.01 �- 0 5 6 7 8 9 10 11 12 1314 15 16 17 18 19 20 Time (hours) E48 of 138 EXISTI-2 2 YEAR STORM Prepared by Edwards and Kelcey Page 12 HydroCAD®6 00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E13: CB-E13 Runoff = 1.26 cfs @ 12.09 hrs, Volume= 0.088 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=3.00" _ Area (sf) CN Description 6,064 74 >75% Grass cover, Good, HSG C 16,517 98 Paved parking & roofs 22,581 92 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E13: CB-E13 Hydrograph Plot Runoff 1 3 0 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E47 of 138 no No EXISTI~2 2 YEAR STORM Prepared by Edwards and Kelcey Page 11 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 am Subcatchment E12: CB-E12 Runoff = 2.45 cfs @ 12.09 hrs, Volume= 0.186 of ,o Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=3.00" *► Area (sf) CN Description 658 74 >75% Grass cover, Good, HSG C 36,960 98 Paved parking & roofs 37,618 98 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E12: CB-E12 Hydrograph Plot *� . s — Runoff 2 3 0 � 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) .� E46 of 138 EXISTI-2 2 YEAR STORM Prepared by Edwards and Kelcey Page 10 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E1: CB-E1 OR Runoff = 0.05 cfs @ 12.10 hrs, Volume= 0.004 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs,dt= 0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 2,404 74 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E1: CB-E1 Hydro graph Plot 0.06 0.05 dsi Runoff 0.05 0.04 v 3 0.03 0 U. 0.02 O 0.01 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E45 of 138 EXIST1~2 2 YEAR STORM Prepared by Edwards and Kelcey Page 9 HydroCADO 6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E-21: CB-E21 [46] Hint: Tc=O (Instant runoff peak depends on dt) Runoff = 2.22 cfs @ 12.00 hrs, Volume= 0.132 of Runoff by SCS TR-20 method, UH=SCS, Time Span=5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 8,581 74 >75% Grass cover, Good, HSG C 25,308 98 Paved parking & roofs 33,889 92 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Min Tc Subcatchment E-21: CB-E21 Hydrograph Plot 2:22 cfs — Runoff 2 3 0 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E44 of 138 0 EXISTI-2 2 YEAR STORM Prepared by Edwards and Kelcey Page 8 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E-20: CB-E20 ' Runoff = 3.94 cfs @ 12.09 hrs, Volume= 0.294 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 1,816 74 >75% Grass cover, Good, HSG C 59,673 98 Paved parking & roofs 61,489 97 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E-20: CB-E20 + Hydrograph Plot r — Runoff 4 3 v • 3 2 0 LL. 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E43 of 138 me EXISTI-2 2 YEAR STORM Prepared by Edwards and Kelcey Page 7 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/13/2005 .. Subcatchment E-19: CB-E19 Runoff = 0.33 cfs @ 12.09 hrs, Volume= 0.025 of .. Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 5,082 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E-19: CB-E19 Hydrograph Plot 0.35 __ 3:33 + Runoff 0.3 0.25 0.2 3 �° 0.15 0.1 0.05 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 Time (hours) E42 of 138 EXISTI-2 2 YEAR STORM Prepared by Edwards and Kelcey Page 6 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/13/2005 Subcatchment E-18: CB-E18 Runoff = 0.52 cfs @ 12.09 hrs, Volume= 0.037 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 1,995 74 >75% Grass cover, Good, HSG C 7,033 98 Paved parking &roofs 9,028 93 Weighted Average Tc Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E-18: CB-E18 Hydrograph Plot 0:52 cfs — Runoff 0.5 0.4 v 0.3 0 LL 0.2 0.1 - 0 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) E41 of 138 me EXISTI-2 2 YEAR STORM Prepared by Edwards and Kelcey Page 5 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/13/2005 Subcatchment E-17: CB-E17 [46) Hint: Tc=O (Instant runoff peak depends on dt) Runoff = 2.36 cfs @ 12.00 hrs, Volume= 0.153 of Runoff by SCS TR-20 method, UH=SCS, Time Span=5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 88 74 >75% Grass cover, Good, HSG C 30,764 98 Paved parking & roofs 30,852 98 Weighted Average Tc Length Slope Velocity Capacity Description „ (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Min Tc Subcatchment E-17: CB-E17 Hydrograph Plot 23s cfs;u — Runoff 2 v 3 o .� u. 1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) , E40 of 138 MW EXISTI-2 2 YEAR STORM Prepared by Edwards and Kelcey Page 4 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/13/2005 Subcatchment E-16: CB-E16 Runoff = 2.09 cfs @ 12.09 hrs, Volume= 0.159 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 522 74 >75% Grass cover, Good, HSG C 31,478 98 Paved parking & roofs 32,000 98 Weighted Average NO Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E-16: CB-E16 Hydrograph Plot 2 v 0 1 a 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E39 of 138 ON EXISTI-2 2 YEAR STORM Prepared by Edwards and Kelcey Page 3 HydroCADO 6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/13/2005 of Subcatchment E-15: CB-E15 Runoff = 1.13 cfs @ 12.09 hrs, Volume= 0.083 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=3.00" Area (sf) CN Description 1,190 74 >75% Grass cover, Good, HSG C �* 16,752 98 Paved parking &roofs 17,942 96 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E-15: CB-E15 Hydrograph Plot Runoff v 0 0 5 6 7 8 9 1011 1213 1415 1617 18 19 20 Time (hours) E38 of 138 EXISTI-2 2 YEAR STORM Prepared by Edwards and Kelcey Page 2 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/13/2005 Subcatchment E8: CB-E8 Tc=6.0 min CN=97 Area=25.905 sf Runoff= 1.66 cfs 0.124 of Subcatchment E9: CB-E9 Tc=6.0 min CN=94 Area=17.429 sf Runoff= 1.04 cfs 0.074 of Subcatchment R-E25a: R-E25a Tc=6.0 min CN=98 Area=32.180 sf Runoff=2.10 cfs 0.159 of w. Subcatchment R-E25b: R-E25 Tc=6.0 min CN=98 Area=32.180 sf Runoff=2.10 cfs 0.159 of Subcatchment R-E26: R-E26 Tc=6.0 min CN=98 Area=2,903 sf Runoff=0.19 cfs 0.014 of Pond CB-E18: CB-E18 Peak Storage=726 cf Inflow=4.39 cfs 0.341 of Primary=4.34 cfs 0.328 of Outflow=4.34 cfs 0.328 of Pond CB-E3: CB-E3 Peak Storage=600 cf Inflow=0.36 cfs 0.023 of Primary=0.05 cfs 0.009 of Outflow=0.05 cfs 0.009 of Pond CB-E5: CB-E5 Peak Storage=625 cf Inflow=6.12 cfs 0.445 of Primary=6.13 cfs 0.434 of Outflow=6.13 cfs 0.434 of Pond CB-E7: CB-E7 Peak Storage=572 cf Inflow=6.83 cfs 0.486 of Primary=6.84 cfs 0.476 of Outflow=6.84 cfs 0.476 of Pond CB-E9: CB-E9 Peak Storage= 1,104 cf Inflow=3.13 cfs 0.234 of Primary=2.70 cfs 0.217 of Outflow=2.70 cfs 0.217 of Pond DMH-E1: DMH-E1 Peak Storage=0 cf Inflow= 11.37 cfs 0.822 of Primary= 11.33 cfs 0.821 of Outflow= 11.33 cfs 0.821 of ! " Pond DMH-E2: DMH-E2 Peak Storage=2 cf Inflow= 16.26 cfs 1.255 of Primary= 16.25 cfs 1.255 of Outflow= 16.25 cfs 1.255 of Link L1: Link 1 Inflow=25.53 cfs 2.009 of Primary=25.53 cfs 2.009 of go Runoff Area= 10.577 ac Volume=2.075 of Average Depth=2.35" E37 of 138 EXISTI-2 2 YEAR STORM Prepared by Edwards and Kelcey Page 1 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/13/2005 „ Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=3.00" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment E-15: CB-E15 Tc=6.0 min CN=96 Area=17,942 sf Runoff= 1.13 cfs 0.083 of Subcatchment E-16: CB-E16 Tc=6.0 m.in CN=98 Area=32,000 sf Runoff=2.09 cfs 0.159 of Subcatchment E-17: CB-E17 Tc=0.0 min CN=98 Area=30,852 sf Runoff=2.36 cfs 0.153 of Subcatchment E-18: CB-E18 Tc=6.0 min CN=93 Area=9,028 sf Runoff=0.52 cfs 0.037 of *�• Subcatchment E-19: CB-E19 Tc=6.0 min CN=98 Area=5,082 sf Runoff=0.33 cfs 0.025 of Subcatchment E-20: CB-E20 Tc=6.0 min CN=97 Area=61,489 sf Runoff=3.94 cfs 0.294 of Subcatchment E-21: CB-E21 Tc=0.0 min CN=92 Area=33,889 sf Runoff=2.22 cfs 0.132 of .� Subcatchment E1: CB-E1 Tc=6.0 min CN=74 Area=2,404 sf Runoff=0.05 cfs 0.004 of No Subcatchment E12: CB-E12 Tc=6.0 min CN=98 Area=37,618 sf Runoff=2.45 cfs 0.186 of to Subcatchment E13: CB-E13 Tc=6.0 min CN=92 Area=22,581 sf Runoff= 1.26 cfs 0.088 of ■o Subcatchment E2: CB-E2 Tc=0.0 min CN=77 Area=1,688 sf Runoff=0.05 cfs 0.003 of I. Subcatchment E3: CB-E3 Tc=0.0 min CN=89 Area=4,706 sf Runoff=0.28 cfs 0.016 of am Subcatchment E5: CB-E5 Tc=6.0 min CN=92 Area=68,046 sf Runoff=3.79 cfs 0.265 of an Subcatchment E6: CB-E6 Tc=6.0 min CN=92 Area=11,858 sf Runoff=0.66 cfs 0.046 of Subcatchment E7: CB-E7 Tc=6.0 min CN=97 Area=10,965 sf Runoff=0.70 cfs 0.052 of E36 of 138 EXISTI-2 1 YEAR STORM Prepared by Edwards and Kelcey Page 34 HydroCADO 6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/13/2005 Link L1: Link 1 Inflow = 20.90 cfs @ 12.08 hrs, Volume= 1.610 of Primary = 20.90 cfs @ 12.08 hrs, Volume= 1.61Oaf, Men= 0%, Lag=0.0 min Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link L1: Link 1 Hydrograph Plot 20:90 cfs — Inflow 20 — Primary N 15 0 10 5 0 5 6 7 8 9 10 11 12 1314 15 16 17 18 1920 Time (hours) E35 of 138 EXISTI-2 1 YEAR STORM Prepared by Edwards and Kelcey Page 33 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/13/2005 �* Pond DMH-E2: DMH-E2 Hydrograph Plot ._... ........... ............... .... Inflow 14 x.3.27 — Primary 12 10 � 8 3 0 6 u. 4 2 .� 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 • Time (hours) WN E34 of 138 M EXISTI-2 1 YEAR STORM Prepared by Edwards and Kelcey Page 32 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/13/2005 Pond DMH-E2: DMH-E2 [82] Warning: Early inflow requires earlier time span [85] Warning: Oscillations may require Finer Routing>1 [79] Warning: Submerged Pond DMH-E1 Primary device# 1 INLET by 9.28' Inflow = 13.28 cfs @ 12.08 hrs, Volume= 1.009 of Outflow = 13.27 cfs @ 12.08 hrs, Volume= 1.009 af, Atten= 0%, Lag=0.0 min 00 Primary = 13.27 cfs @ 12.08 hrs, Volume= 1.009 of Routing by Stor-Ind method, Time Span=5.00-20.00 hrs, dt= 0.05 hrs e.. Peak Elev= 140.01' Storage= 1 cf Plug-Flow detention time= 0.1 min calculated for 1.006 of(100%of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 140.00 0 0 0 149.00 244 1,098 1,098 Primary OutFlow (Free Discharge) 't-1=Culvert # Routing Invert Outlet Devices 1 Primary 137.00' 60.0" x 248.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 125.37' S=0.0469 7' n= 0.013 Cc= 0.900 00 E33 of 138 .s EXISTI-2 1 YEAR STORM Prepared by Edwards and Kelcey Page 31 HvdroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/13/2005 Pond DMH-E1: DMH-E1 Hydrograph Plot 10 9.22 cfs _ Inflow g _ _ _ — Primary 8 7 v 6 3 5 0 4 u. 3 2 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 Time (hours) 0.4 E32 of 138 EXISTI-2 1 YEAR STORM Prepared by Edwards and Kelcey Page 30 HydroCAD®6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/13/2005 Pond DMH-E1: DMH-E1 [82]Warning: Early inflow requires earlier time span [85]Warning: Oscillations may require Finer Routing>1 [79]Warning: Submerged Pond CB-E7 Primary device# 1 OUTLET by 5.47' Inflow = 9.24 cfs @ 12.09 hrs, Volume= 0.654 of Outflow = 9.22 cfs @ 12.09 hrs, Volume= 0.654 af, Atten=0%, Lag=0.0 min Primary = 9.22 cfs @ 12.09 hrs, Volume= 0.654 of Routing by Stor-Ind method,Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 143.00' Storage=0 cf Plug-Flow detention time= 0.1 min calculated for 0.651 of(100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) _(sq-ft) (cubic-feet) (cubic-feet) 143.00 0 0 0 151.00 244 976 976 Primary OutFlow (Free Discharge) t-1=Culvert # Routing Invert Outlet Devices 1 Primary 130.73' 60.0" x 160.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 130.70' S= 0.0002'/' n=0.013 Cc= 0.900 IP E31 of 138 EXISTI-2 1 YEAR STORM Prepared by Edwards and Kelcey Page 29 HydroCAD@ 6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/13/2005 �. Pond CB-E9: CB-E9 [82] Warning: Early inflow requires earlier time span Inflow = 2.57 cfs @ 12.09 hrs, Volume= 0.190 of Outflow = 2.27 cfs @ 12.13 hrs, Volume= 0.173 af, Atten= 12%, Lag=2.7 min Primary = 2.27 cfs @ 12.13 hrs, Volume= 0.173 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 148.13' Storage=992 cf Plug-Flow detention time= 57.7 min calculated for 0.173 of(91%of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) low 140.00 0 0 0 149.00 244 1,098 1,098 Primary OutFlow (Free Discharge) L1=Culvert # Routing Invert Outlet Devices 1 Primary 145.91' 10.0" x 177.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 145.10' S= 0.00467' n=0.013 Cc= 0.900 Pond CB-E9: CB-E9 Hydrograph Plot 2 '5.7 cfS — Inflow 2.27` s — Primary .� 2 , v 0 U. 1 0 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) E30 of 138 EXISTI-2 1 YEAR STORM Prepared by Edwards and Kelcey Page 28 HydroCADO 6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/13/2005 Pond CB-E7: CB-E7 OP Hydrograph Plot 6 _ Inflow 5 — Primary 4 ............_ 3 3 0 U. 2 1 0 5 6 7 8 9 1011 12­16 14 15 16 17 1'8 19 20 Time (hours) OP E29 of 138 EXISTI-2 1 YEAR STORM Prepared by Edwards and Kelcey Page 27 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/13/2005 Pond CB-E7: CB-E7 [88]Warning: Qout>Qin may require Finer Routing>1 [85] Warning: Oscillations may require Finer Routing>1 [79]Warning: Submerged Pond CB-E5 Primary device#1 INLET by 0.73' , Inflow = 5.48 cfs @ 12.09 hrs, Volume= 0.380 of Outflow = 5.49 cfs @ 12.10 hrs, Volume= 0.369 af, Atten= 0%, Lag=0.2 min Primary = 5.49 cfs @ 12.10 hrs, Volume= 0.369 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 146.55' Storage= 555 cf Plug-Flow detention time= 17.7 min calculated for 0.369 of(97%of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 0 0 0 150.00 244 976 976 Primary OutFlow (Free Discharge) .• 't-1=Culvert # Routing Invert Outlet Devices 1 Primary 145.58' 18.0" x 266.0' long Culvert RCP, rounded edge headwall, Ke=0.100 Outlet Invert= 137.53' S= 0.0303T n= 0.013 Cc= 0.900 E28 of 138 EXISTI-2 1 YEAR STORM Prepared by Edwards and Kelcey Page 26 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/13/2005 Pond CB-E5: CB-E5 Hydrograph Plot Inflow 5 — Primary 4 3 3 0 E: 2 1 0 5 6 7 8 9 1011 12 1314151617181920 Time (hours) E27 of 138 an EXISTI-2 1 YEAR STORM Prepared by Edwards and Kelcey Page 25 HydroCADO 6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/13/2005 a• Pond CB-E5: CB-E5 4W [82) Warning: Early inflow requires earlier time span [88] Warning: Qout>Qin may require Finer Routing>1 [79] Warning: Submerged Pond CB-E3 Primary device# 1 OUTLET by 0.63' 00 Inflow = 4.89 cfs @ 12.09 hrs, Volume= 0.348 of Outflow = 4.90 cfs @ 12.09 hrs, Volume= 0.337 af, Atten= 0%, Lag= 0.3 min Primary = 4.90 cfs @ 12.09 hrs, Volume= 0.337 of .m Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 146.95' Storage=604 cf .� Plug-Flow detention time=22.6 min calculated for 0.336 of(97% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 0 0 0 150.00 244 976 976 Primary OutFlow (Free Discharge) t--1=Culvert # Routing Invert Outlet Devices 1 Primary 145.82' 18.0" x 23.0' long Culvert RCP, rounded edge headwall, Ke= 0.100 .. Outlet Invert= 145.58' S=0.0104'/' n= 0.013 Cc= 0.900 ran wo OR E26 of 138 EXISTI-2 1 YEAR STORM Prepared by Edwards and Kelcey Page 24 HydroCADO 6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/13/2005 Pond CB-E3: CB-E3 Inflow = 0.26 cfs @ 12.01 hrs, Volume= 0.017 of Outflow = 0.01 cfs @ 15.02 hrs, Volume= 0.003 af, Atten= 95%, Lag= 180.5 min Primary = 0.01 cfs @ 15.02 hrs, Volume= 0.003 of Routing by Stor-Ind method,Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 148.89' Storage= 596 cf Plug-Flow detention time=340.5 min calculated for 0.003 of(20% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 144.00 0 0 0 152.00 244 976 976 Primary OutFlow (Free Discharge) t-1=Culvert # Routing Invert Outlet Devices 1 Primary 148.84' 12.0" x 126.0' long Culvert RCP, rounded edge headwall, Ke=0.100 Outlet Invert= 146.32' S= 0.0200 7' n=0.013 Cc= 0.900 Pond CB-E3: CB-E3 Hydrograph Plot Inflow 0.25 _ — Primary 0.2 w 3 0.15 0 U. 0.1 0.05 0 5 6 7 8 9 1011 121314 15 16 17 18 19 20 Time (hours) E25 of 138 Im EXISTI-2 1 YEAR STORM Prepared by Edwards and Kelcey Page 23 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/13/2005 MM Pond CB-E18: CB-E18 [85] Warning: Oscillations may require Finer Routing>1 [79] Warning: Submerged Pond CB-E9 Primary device# 1 OUTLET by 0.60' Inflow = 3.62 cfs @ 12.11 hrs, Volume= 0.271 of Outflow = 3.58 cfs @ 12.12 hrs, Volume= 0.257 af, Atten= 1%, Lag=0.6 min Primary = 3.58 cfs @ 12.12 hrs, Volume= 0.257 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 145.71' Storage= 697 cf Plug-Flow detention time=28.5 min calculated for 0.256 of(95% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 140.00 0 0 0 148.00 244 976 976 �. Primary OutFlow (Free Discharge) t-1=Culvert # Routing Invert Outlet Devices 1 Primary 144.74' 12.0" x 165.0'long Culvert RCP, rounded edge headwall, Ke= 0.100 Outlet Invert= 137.47' S= 0.0441 T n= 0.013 Cc= 0.900 Pond CB-E18: CB-E18 Hydrograph Plot 4 3:58 cfs`'` — Inflow TO — Primary 3 �. 3 0 u. 1 0 5 6 7 8 9 1011 12 1314 1516 17 18 19 20 Time (hours) E24 of 138 Pr EXISTI~2 1 YEAR STORM Prepared by Edwards and Kelcey Page 22 0, HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/13/2005 Subcatchment R-E26: R-E26 Runoff = 0.16 cfs @ 12.09 hrs, Volume= 0.012 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description 2,903 98 Roof Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment R-E26: R-E26 Hydrograph Plot 0.16 cfs j Runoff 0.16 0.14 0.12 0.1 ._ c 0.08 �- 0.06 0.04 F 0.02 0 5 6 7 8 9 10 11 12 1314151617 18 19 20 Time (hours) E23 of 138 EXISTI-2 1 YEAR STORM Prepared by Edwards and Kelcey Page 21 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/13/2005 -■• Subcatchment R-E251b: R-E25 Runoff = 1.74 cfs @ 12.09 hrs, Volume= 0.131 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description 32,180 98 Roof Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment R-E25b: R-E25 .. Hydrograph Plot 1:74 cfs ^ — Runoff 0 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E22 of 138 MSTI-2 1 YEAR STORM Prepared by Edwards and Kelcey Page 20 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/13/2005 Subcatchment R-E25a: R-E25a Runoff = 1.74 cfs @ 12.09 hrs, Volume= 0.131 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description 32,180 98 Roof Tc Length Slope Velocity Capacity Description PM (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment R-E25a: R-E25a Hydrograph Plot .. . ...... .. ......... 1.74 cfs — Runoff 0 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) .. E21 of 138 EXISTI~2 1 YEAR STORM Prepared by Edwards and Kelcey Page 19 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/13/2005 Subcatchment E9: CB-E9 Runoff = 0.83 cfs @ 12.09 hrs, Volume= 0.059 of Runoff by SCS TR-20 method, UH=SCS, Time Span=5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description 2,676 74 >75% Grass cover, Good, HSG C 14,753 98 Paved parking& roofs 17,429 94 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E9: CB-E9 Hydrograph Plot 0.9 _ . 3 df _ — Runoff 0.8 0.7 3 0.5 0 0.4 0.3 0.2 0.1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E20 of 138 ON EXISTI-2 1 YEAR STORM Prepared by Edwards and Kelcey Page 18 HvdroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/13/2005 Subcatchment E8: CB-E8 Runoff = 1.37 cfs @ 12.09 hrs, Volume= 0.101 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description +* 1,457 74 >75% Grass cover, Good, HSG C 24,448 98 Paved parking & roofs 25,905 97 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E8: CB-E8 Hydrograph Plot : 17of — Runoff v 0 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E19 of 138 EXISTI-2 1 YEAR STORM Prepared by Edwards and Kelcey Page 17 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/13/2005 .. Subcatchment E7: CB-E7 Runoff = 0.58 cfs @ 12.09 hrs, Volume= 0.043 of Runoff by SCS TR-20 method, UH=SCS, Time Span=5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description 363 74 >75% Grass cover, Good, HSG C ^ 10,602 98 Paved parking & roofs 10,965 97 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E7: CB-E7 Hydrograph Plot ;O�v8'cfs A' 0.6 — Runoff PON 0.5 0.4 v c 0.3 0.2 0.1 0 5 6 7 8 6"'1' 0 11 12 13 14 15 16 17 18 19 20 , Time (hours) E18 of 138 EXISTI-2 1 YEAR STORM Prepared by Edwards and Kelcey Page 16 HydroCAD®6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/13/2005 Subcatchment E6: CB-E6 Runoff = 0.52 cfs @ 12.09 hrs, Volume= 0.036 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description 2,774 74 >75% Grass cover, Good, HSG C 9,084 98 Paved parking & roofs 11,858 92 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E6: CB-E6 Hydrograph Plot — Runoff 0.5 0.4 w v 3 0.3 0 0.2 0.1 0 5 6 7 8 9 1011 12 13 14 15 16 17 181920 Time (hours) E17 of 138 EXISTI-2 1 YEAR STORM Prepared by Edwards and Kelcey Page 15 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/13/2005 Subcatchment E5: CB-E5 Runoff = 3.00 cfs @ 12.09 hrs, Volume= 0.207 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description 17,384 74 >75% Grass cover, Good, HSG C 50,662 98 Paved parking & roofs 68,046 92 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E5: CB-E5 Hydrograph Plot ` 3.00 cfs — Runoff 3 2 0 u. 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E16 of 138 EXISTI-2 1 YEAR STORM Prepared by Edwards and Kelcey Page 14 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/13/2005 Subcatchment E3: CB-E3 [46] Hint: Tc=O (Instant runoff peak depends on dt) Runoff = 0.21 cfs @ 12.00 hrs, Volume= 0.012 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description 1,771 74 >75% Grass cover, Good, HSG C 2,935 98 Paved parking & roofs 4,706 89 Weighted Average Subcatchment El CB-E3 - Hydrograph Plot 021 cfs — Runoff 0.2 N 0.15 o 0.1 0.05 0 5 6 7 8 9 10 11 12 1314151617181920 Time (hours) w E15 of 138 EXISTI-2 9 YEAR STORM Prepared by Edwards and Kelcey Page 13 HydroCAD®6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/13/2005 ••+ Subcatchment E2: CB-E2 an [46] Hint: Tc=O (Instant runoff peak depends on dt) Runoff = 0.04 cfs @ 12.01 hrs, Volume= 0.002 of am Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description 1,450 74 >75% Grass cover, Good, HSG C 238 98 Paved parking & roofs an 1,688 77 Weighted Average Subcatchment E2: CB-E2 am Hydrograph Plot 0.04 O:o4 cfs — Runoff 0.035 0.03 0.025 3 0.02 IC 0.015 , 0.01 0.005 0 .� 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E14 of 138 EXISTI-2 1 YEAR STORM Prepared by Edwards and Kelcey Page 12 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/13/2005 Subcatchment E13: CB-E13 Runoff = 1.00 cfs @ 12.09 hrs, Volume= 0.069 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description 6,064 74 >75% Grass cover, Good, HSG C 16,517 98 Paved parking & roofs 22,581 92 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E13: CB-E13 Hydrograph Plot 1:00 cfs — Runoff 1 v 3 0 0 8 9 10 11 12 13 14 15 16 17 18 19 20 5 6 7 Time (hours) PM E13 of 138 A , EXISTI-2 1 YEAR STORM Prepared by Edwards and Kelcey Page 11 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/13/2005 ow Subcatchment E12: CB-E12 Am Runoff = 2.03 cfs @ 12.09 hrs, Volume= 0.153 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.50" 40 Area (sf) CN Description 658 74 >75% Grass cover, Good, HSG C �* 36,960 98 Paved parking & roofs 37,618 98 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E12: CB-E12 Hydrograph Plot " 2.03 d',j Runoff 2 3 0 1 U. 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 , Time (hours) MR E12 of 138 10 EXISTI-2 1 YEAR STORM Prepared by Edwards and Kelcey Page 10 HydroCADO 6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/13/2005 Subcatchment E1: CB-E1 Runoff = 0.03 cfs @ 12.11 hrs, Volume= 0.003 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description 2,404 74 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description „ (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E1: CB-E1 Hydrograph Plot Q03 cfs Runoff 0.035 _ 0.03 .. 0.025 0.02 u-- 0.015 0.01 0.005 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E11 of 138 A EXISTI-2 1 YEAR STORM Prepared by Edwards and Kelcey Page 9 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/13/2005 ... Subcatchment E-21: CB-E21 [46] Hint: Tc=O (Instant runoff peak depends on dt) am Runoff = 1.75 cfs @ 12.00 hrs, Volume= 0.103 of ,m Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.50" MR Area (sf) CN Description 8,581 74 >75% Grass cover, Good, HSG C 25,308 98 Paved parking & roofs no 33,889 92 Weighted Average Tc Length Slope Velocity Capacity Description go (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Min Tc Subcatchment E-21: CB-E21 Hydrograph Plot 1 75 cfs — Runoff 3 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) MW E10 of 138 EXISTI-2 1 YEAR STORM Prepared by Edwards and Kelcey Page 8 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/13/2005 Subcatchment E-20: CB-E20 Runoff = 3.25 cfs @ 12.09 hrs, Volume= 0.240 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description 1,816 74 >75% Grass cover, Good, HSG C 59,673 98 Paved parking &roofs 61,489 97 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E-20: CB-E20 Hydrograph Plot 125 Cfs — Runoff 3 2 0 1 0 5 6 7 8 9 1'0­1'1 ­1'2­1'3 14 15 16 17 18 19 20 Time (hours) E9 of 138 go EXISTI-2 1 YEAR STORM Prepared by Edwards and Kelcey Page 7 HydroCAD®6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/13/2005 Subcatchment E-19: CB-E19 Runoff = 0.27 cfs @ 12.09 hrs, Volume= 0.021 of Runoff by SCS TR-20 method, UH=SCS, Time Span=5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description 5,082 98 Paved parking & roofs +•� Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E-19: CB-E19 Hydrograph Plot Runo 0.3 — ff 0.25 0.2 3 0.15 0 LL ..ee 0.1 0.05 0 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) MW E8 of 138 EXISTI-2 1 YEAR STORM Prepared by Edwards and Kelcey Page 6 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/13/2005 Subcatchment E-18: CB-E18 Runoff = 0.42 cfs @ 12.09 hrs, Volume= 0.029 of Runoff by SCS TR-20 method, UH=SCS, Time Span=5.00-20.00 hrs,dt= 0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description 1,995 74 >75% Grass cover, Good, HSG C 7,033 98 Paved parking & roofs 9,028 93 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E-18: CB-E18 Hydrograph Plot O f �' 0.45 - 42 — Runoff 0.4 0.35 0.25 o 0.2 0.15 0.1 0.05 0 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) E7 of 138 EXISTI~2 9 YEAR STORM Prepared by Edwards and Kelcey Page 5 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/13/2005 "IF Subcatchment E-17: CB-E17 [46] Hint: Tc=O (Instant runoff peak depends on dt) Runoff = 1.95 cfs @ 12.00 hrs, Volume= 0.126 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description 88 74 >75% Grass cover, Good, HSG C 30,764 98 Paved parking & roofs 30,852 98 Weighted Average Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Min Tc Subcatchment E-17: CB-E17 Hydrograph Plot 1:95 cfs 2 — Runoff 3 1 _ :_ c LL 0 5 6 7 8 9 1011 1213 1415 16 17 18 19 20 Time (hours) E6 of 138 EXISTI-2 1 YEAR STORM Prepared by Edwards and Kelcey Page 4 e0 HydroCAD®6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E-16: CB-E16 Runoff = 1.73 cfs @ 12.09 hrs, Volume= 0.130 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description 522 74 >75% Grass cover, Good, HSG C 31,478 98 Paved parking & roofs 32,000 98 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc Subcatchment E-16: CB-E16 Hydrograph Plot Runoff � 1 3 0 U. 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E5 of 138 EXISTI-2 1 YEAR STORM Prepared by Edwards and Kelcey Page 3 HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E-15: CB-E15 Runoff = 0.92 cfs @ 12.09 hrs, Volume= 0.067 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=2.50" Area (sf) CN Description 1,190 74 >75% Grass cover, Good, HSG C 16,752 98 Paved parking & roofs 17,942 96 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min Tc „ Subcatchment E-15: CB-E15 Hydro graph Plot ' Runoff 0 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 , Time (hours) E4 of 138 EXISTI-2 1 YEAR STORM Prepared by Edwards and Kelcey Page 2 0" HydroCAD®6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/10/2005 Subcatchment E8: CB-E8 Tc=6.0 min CN=97 Area=25.905 sf Runoff= 1.37 cfs 0.101 of Subcatchment E9: CB-E9 Tc=6.0 min CN=94 Area=17.429 sf Runoff=0.83 cfs 0.059 of Subcatchment R-E25a: R-E25a Tc=6.0 min CN=98 Area=32.180 sf Runoff= 1.74 cfs 0.131 of Subcatchment R-E25b: R-E25 Tc=6.0 min CN=98 Area=32.180 sf Runoff= 1.74 cfs 0.131 of Subcatchment R-E26: R-E26 Tc=6.0 min CN=98 Area=2,903 sf Runoff=0.16 cfs 0.012 of Pond CB-E18: CB-E18 Peak Storage=697 cf Inflow=3.62 cfs 0.271 of Primary=3.58 cfs 0.257 of Outflow=3.58 cfs 0.257 of Pond CB-E3: CB-E3 Peak Storage=596 cf Inflow=0.26 cfs 0.017 of Primary=0.01 cfs 0.003 of Outflow=0.01 cfs 0.003 of Pond CB-E5: CB-E5 Peak Storage=604 cf Inflow=4.89 cfs 0.348 of Primary=4.90 cfs 0.337 of Outflow=4.90 cfs 0.337 of Pond CB-E7: CB-E7 Peak Storage=555 cf Inflow= 5.48 cfs 0.380 of Primary= 5.49 cfs 0.369 of Outflow=5.49 cfs 0.369 of Pond CB-E9: CB-E9 Peak Storage=992 cf Inflow=2.57 cfs 0.190 of Primary=2.27 cfs 0.173 of Outflow=2.27 cfs 0.173 of Pond DMH-E1: DMH-E1 Peak Storage=0 cf Inflow=9.24 cfs 0.654 of Primary=9.22 cfs 0.654 of Outflow=9.22 cfs 0.654 of Pond DMH-E2: DMH-E2 Peak Storage= 1 cf Inflow= 13.28 cfs 1.009 of Primary= 13.27 cfs 1.009 of Outflow= 13.27 cfs 1.009 of OR Link L1: Link 1 Inflow=20.90 cfs 1.610 of Primary=20.90 cfs 1.610 of Runoff Area= 10.577 ac Volume= 1.675 of Average Depth=1.90" E3 of 138 EXISTI-2 1 YEAR STORM Prepared by Edwards and Kelcey Page 1 HydroCADO 6.00 s/n 001160 ©1986-2001 Applied Microcomputer Systems 1/10/2005 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=2.50" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment E-15: CB-E15 Tc=6.0 min CN=96 Area=17,942 sf Runoff= 0.92 cfs 0.067 of ! Subcatchment E-16: CB-E16 Tc=6.0 min CN=98 Area=32,000 sf Runoff= 1.73 cfs 0.130 of Subcatchment E-17: CB-E17 Tc=0.0 min CN=98 Area=30,852 sf Runoff= 1.95 cfs 0.126 of Subcatchment E-18: CB-E18 Tc=6.0 min CN=93 Area=9,028 sf Runoff=0.42 cfs 0.029 of Subcatchment E-19: CB-E19 Tc=6.0 min CN=98 Area=5,082 sf Runoff=0.27 cfs 0.021 of .w. Subcatchment E-20: CB-E20 Tc=6.0 min CN=97 Area=61,489 sf Runoff=3.25 cfs 0.240 of Nk Subcatchment E-21: CB-E21 Tc=0.0 min CN=92 Area=33,889 sf Runoff= 1.75 cfs 0.103 of im Subcatchment E1: CB-E1 Tc=6.0 min CN=74 Area=2,404 sf Runoff=0.03 cfs 0.003 of .. Subcatchment E12: CB-E12 Tc=6.0 min CN=98 Area=37,618 sf Runoff=2.03 cfs 0.153 of w Subcatchment E13: CB-E13 Tc=6.0 min CN=92 Area=22,581 sf Runoff= 1.00 cfs 0.069 of Subcatchment E2: CB-E2 Tc=0.0 min CN=77 Area=1,688 sf Runoff=0.04 cfs 0.002 of .a. Subcatchment E3: CB-E3 Tc=0.0 min CN=89 Area=4,706 sf Runoff=0.21 cfs 0.012 of Subcatchment E5: CB-E5 Tc=6.0 min CN=92 Area=68,046 sf Runoff=3.00 cfs 0.207 of Subcatchment E6: CB-E6 Tc=6.0 min CN=92 Area=11,858 sf Runoff= 0.52 cfs 0.036 of Subcatchment E7: CB-E7 Tc=6.0 min CN=97 Area=10,965 sf Runoff=0.58 cfs 0.043 of E2 of 138 4-0 M 00 Drainage Diagram for EXISTI-2 bcati` Ream on by Edwards and Kelcey 1/10/2005 Li Prepared HydroCADO 6.00 s/n 001160 © 1986-2001 Applied Microcomputer Systems ZONE C CO APPROXIMATE SCALE 1000 0 1000 FEET T CKSON C 00y's FFr ® NATIONAL FLOOD INSURANCE PROGRAM KING A SITE 0 FLOOD INSURANCE RATE MAP oQ CITY OF NORTHAMPTON, MASSACHUSETTS ir HAMPSHIRE COUNTY COMMUNITY-PANEL NUMBER 250167 0002 A PAGE 2 OF 2 (SEE MAP INDEX FOR PAGES NOT PRINTED) EFFECTIVE 0 APRIL 3,1978 _Zi BATES 811- 0 Clio U.S.DEPARTMENT OF HOUSING DEVELOPMENT INSURANCE ADMINISTRATION This is an official copy of a portion of the above referenced flood map. It was extracted using F-MIT On-Line. This map does not reflect changes or amendments which may have been made subsequent to the date on the title block. For the latest product Information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov Hydro Londuit uK. tul'� CK. BY: STC 1200 Precast Concrete Stormceptor DATE: - PROJECT: 1200 US Gallon Capacity) SCALE: N.T.S. ` LOCATION: DWG. r STORMCEPTOR COVER AND GRATE GRADE ADJUSTERS TO 32 0 SUIT FINISHED GRADE ''" 5" SEE NOTE #1 8„ 30'� 6"0 OIL e CLEANOUT 6n d I 72"0 7" I VARIES JVI�—LE!�„ STORMCEPTOR -------- INSERT INLET - - oo WEIR OUTLET 18" 16" " • _ ' _ ORIFICE PLATE RUBBER GASKET ' PER ASTM C 443 71" DROP TEE min. INLET PIPE 24"0 DROP • OUTLET CONNECTION DETAIL OUTLET PIPE 8" 4" TO 6" OVERLAP i • SECTION THRU CHAMBER 6" NOTE 6" 1. THE USE OF FLEXIBLE CONNECTIONS IS RECOMMENDED ENLARGED INLET AT THE INLET AND OUTLET WHERE APPLICABLE. TEE DROP PIPE 2. THE COVER SHOULD BE POSITIONED OVER THE OUTLET DROP PIPE AND THE OIL CLEANOUT PIPE. 3. THE STORMCEPTOR SYSTEM IS PROTECTED BY ONE OR MORE OF THE FOLLOWING U.S. PATENTS: #4985148, #5498331, #5725760, #5753115, #5849181. REV. DESCRIPTION BY: DATE RIGHT SIDE AREA PAVE LAND TOTAL CB-16 17203 3769 20972 CB-17 21919 20710 42629 CB-22 4807 4807 CB-23 14639 15321 29960 CB-24(EX) 17413 1155 18568 TOTAL 75981 40955 116936 acres 1.74 0.94 2.68 % 64.98% 35.02% �w No op a r� Stormceptor CD Sizing Program United States Version 4.0.0 wer Project Details Project Big Y Supermarkey Project# 050013031 Location Northampton,MA Company Edwards and Kelcey Dale Jan 2005 Contact TCB .er Selected Rainfall Station Particle Size Distribution e� State Massachusetts Diam.(um) Percent(%) Spec.Gravity Name PITTSFIELD WB AIRPORT ID# 6414 20 20 1.30 Elev.(ft) 1060 60 20 1.80 Latitude N 42 deg 26 min Longitude W 73 deg 17 min 150 20 2.20 400 20 2.65 Site Parameters 2000 20 265 eM" Total Area(ac) 2.68 Imperviousness(%) 65 Impervious Area(ac) 1.74 Stormceptor Sizing Table Stormceptor Model %Runoff Treated %TSS Removal s STC 450 58 71 STC 900 74 79 STC 1200 74 79 STC 1800 74 80 STC 2400 83 84 e� STC 3600 83 84 STC 4800 90 88 STC 6000 90 88 STC 7200 94 90 STC 11000 96 93 STC 13000 96 93 STC 16000 98 94 Comments Hydro Conduit DR. BY: CK. BY: STC 1800 Precast Concrete Stormceptor DATE: 1800 vs Gallon Capacity) SCALE• N.T.S. PROJECT: LOCATION: I DWG. STORMCEPTOR COVER AND GRATE GRADE ADJUSTERS TO 32"0 SUIT FlNISHED GRADE 5" SEE NOTE #1 819 ' 3010 6"0 OIL CLEANOUT 6„ C L 72"0 I e 7' i ✓ARIES - _______ STORMCEPTOR INSERT ------- P a'''' INLET - - 18" 16" WEIR OUTLET RIFICE PLATE RUBBER GASKET PER ASTM C 443 DROP TEE INLET PIPE " OUTLET CONNECTION DETAIL 105" 24 0 DROP OUTLET PIPE min. e TO 6" OVERLAP 8.. 6" Al 8" ° .a• A7 6 ENLARGED INLET SECTION THRU CHAMBER TEE DROP PIPE NOTE 1. THE USE OF FLEXIBLE CONNECTIONS IS RECOMMENDED AT THE INLET AND OUTLET WHERE APPLICABLE. 2. THE COVER SHOULD BE POSITIONED OVER THE OUTLET DROP PIPE AND THE OIL CLEANOUT PIPE. 3. THE STORMCEPTOR SYSTEM IS PROTECTED BY ONE OR MORE OF THE FOLLOWING U.S. PATENTS: #4985148, #5498331, #5725760, #5753115, #5849181. ' REV. DESCRIPTION BY. DATE LEFT SIDE AREA PAVE LAND TOTAL CB-1(EX) 2404 2404 ,. CB-2(EX) 238 1450 1688 CB-3(EX) 3545 1161 4706 CB-5 6280 2111 8391 CB-6 18276 13352 31628 CB-7 9986 4713 14699 CB-9 24765 4590 29355 CB-11 9167 1174 10341 CB-12 30301 3795 34096 CB-13 25217 3780 28997 CB-14 25653 6383 32036 CB-15 17709 1814 19523 CB-19 15829 206 16035 CB-20 250301 6673 31703 TOTAL 211996 53606 265602 acres 4.87 1.23 6.10 % 79.82% 20.18% ow o go am no we sw Stormceptor CD Sizing Program United States Version 4.0.0 AIR Project Details Project Big Y Superrnarkey Project# 050013031 Location Northampton,MA Company Edwards and Kelsey Date Jan 2005 Contact TCB �w Selected Rainfall Station Particle Size Distribution State Massachusetts Diem.(um) Percent(%) Spec.Gravity Name PITTSFIELD WB AIRPORT ID# 6414 20 20 1.30 Elev.(ft) 1060 60 20 1.80 Latitude N 42 deg 26 min Longitude W 73 deg 17 min 1 150 20 2.20 400 20 2.65 Site Parameters 2000 20 2.65 Total Area(ac) 6.1 Imperviousness(%) 80 Impervious Area(ac) 4.88 Stormceptor Sizing Table Storrnceptor Model %Runoff Treated %TSS Removal STC 450 43 55 STC 900 59 68 STC 1200 59 69 STC 1800 59 69 STC 2400 69 74 STC 3600 69 75 STC 4800 78 79 STC 6000 78 79 STC 7200 83 82 STC 11000 88 86 STC 13000 88 86 STC 16000 92 88 Comments: * � ' t - r „ d w 3 3a � -. pp ^$ <$, x PIO .9. E A � 9� r � � f K X'm t S /Tf'T e y� �jrd�s 343 Congress Street Stormcwtor® Diagram Boston, Massachusetts Picture Taken From: �Kelc�ey 02210 http://www.stormceptor.com/index.php EK Project Number 050013031 Site Infiltration System Worksheet Big Y Supermarket Hamp Plaza, Northampton, MA Detention/Storage & Leaching 16.. 36" !RR 77• 18" Pipes (PVC) Section Number 12 Width 68.5 ft Dia. Pipes 36 in Length 113 ft Length 105 ft Stone 40% voids Between 2.5 ft Set Pipes 5.5 ft Invert of pipe = elev.1.5 Pipes assumed level Storage Volume Volumes (cf) p Elevation Pipes Stone Total 0 0 0 0 1.5 0 4644 4644 2.25 1729 6275 8004 3 4453 7507 11961 3.75 7177 8740 15917 4.5 8906 10370 19277 6 8906 15015 23921 Ow Leaching Perimeter 9918.5 sf Leaching Rate 0.27 in/hr* 6.25E-06 ft/sec Infiltration Rate System Leaching Rate 0.06199 cfs "Leaching Rate obtained from Hydrology Handbook for Conservation Commissioners Table 2-1 PIPE DESIGN CALCULATION SHEET BIG Y, Northampton, MA 10 Year Design Storm LOCATION HYDROLOGY-Rational Method DESIGN FROM TO CwA CwAsU Tc I gFLow RIMFROM INVIFIROMI INVTO I Dia.I L S(%)1 n I QFULL I VFULL VACT Tt t1s � z� ,0tf5 005 �O.d, "4]' 021 ti1t12l.' w d3� 11 ,: � oo> ooz �tob �o, Yti 6 : CBS DMHA 0.14 0.14 10.0 4.1 0.57 157.00 152.70 152.20 12 24 2.08 0.012 5.57 7.09 3.90 0.1� CB6* DMHB 0.47 0.47 10.0 4.1 1.93 156.50 152.20 152.00 12 20 1.00 0.012 3.86 4.91 4.18 0.1 C137 DMHB 0.24 0.24 10.0 4.1 0.98 157.00 152.70 152.00 12 54 1.30 0.012 4.40 5.60 3.81 0.2 DMHB DMHC 0.71 10.2 4.1 2.89 156.30 152.00 149.70 12 58 3.97 0.012 7.69 9.79 7.64 0.1 DMHC DMHD 0.99 10.9 4.0 3.92 155.00 146.20 145.75 18 30 1.50 0.012 13.94 7.89 5.68 0.1 MINE= .� CB 11* DMHF 0.20 0.20 10.0 4.1 0.82 152.30 146.40 146.10 12 17 1.76 0.012 5.12 6.52 4.04 0.1 CB9* DMHF 0.55 0.55 10.0 4.1 2.26 150.70 146.40 146.10 12 19 1.58 0.012 4.85 6.18 5.13 0.1 CB-19 DMHG 0.33 0.33 10.0 4.1 1.35 153.20 148.90 147.50 12 79 1.77 0.012 5.14 6.54 4.64 0.3 CB15 DMHH 0.38 0.38 10.0 4.1 1.56 150.70 146.70 145.50 12 124 0.97 0.012 3.80 4.84' 3.87 0.5 CB 14* DMH11 0.57 0.57 10.0 4.1 2.34 150.70 146.50 146.40 12 15 0.67 0.012 3.16 4.02 3.86 0.1 DMHH DMHI 1.14 10.5 . 4.0 4.58 151.10 145.50 144.20 12 82 1.59 0.012 4.87 6.20 6.38 0.2 CB13* DMIH 0.55 0.55 10.0 4.1 2.26 150.40 145.30 145.20 12 15 0.67 0.012 3.16 4.02 3.82 0.1 CB12* DMHI 0.65 0.65 10.0 4.1 2.67 150.40 145.30 145.20 12 8 1.25 0.012 4.32 5.49 5.00 DMHI DMHJ 2.34 10.7 4.0 9.33 150.00 144.20 141.70 15 124 2.02 0.012 9.95 8.10 8.35 0.2 =CB20* DMID 0.56 0.56 10.0 4.1 2.30 151.20 144.50 144.00 12 12 4.17 0.012 7.88 10.04 7.33 SC-K DMHL 4.97 11.9 3.8 18.92 152.80 138.30 138.10 24 10 2.00 0.013 31.99 10.18 9.06 CB16 DMHP 0.38 0.38 10.0 4.1 1.56 149.80 145.50 145.00 12 27 1.85 0.012 5.25 6.68 4.88 0.1 C1317* DMHP 0.60 0.60 10.0 4.1 2.46 149.70 145.40 145.00 12 32 1.25 0.012 4.32 5.49 4.84 0.1 DMHP DMl1Q 0.98 10.1 4.1 4.00 150.00 145.00 142.00 12 170 1.76 0.012 5.12 6.52 6.39 0.4 CB23* DMHQ 0.41 0.41 10.0 4.1 1.68 147.60 143.30 142.00 12 90 1.44 0.012 4.63 5.90 4.54 0.3 TD22 DMHQ 0.10 0.10 10.0 4.1 0.41 147.60 145.30 142.20 8 28 11.07 0.012 4.36 12.48 6.61 0.1 CB24 DMHQ 0.37 0.37 10.0 4.1 1.52 145.67 142.15 142.00 12 25 0.60 0.012 2.99 3.81 3.24 0.1 DMHQ SC-R 1.86 10.5 4.0 7.47 146.50 142.00 139.80 12 48 4.58 0.012 8.26 10.52 10.73 0.1 SC-R DMHS 1.86 10.6 4.0 7.44 147.10 139.63 138.10 12 38 4.04 0.012 7.76 9.88 10.17 0.1 *Denotes Double Catch Basin Edwards & Kelcey Project No. 050013031 January 2005 DRAINAGE AREA SUMMARY BIG Y. Northhampton, MA Drain Ajen (square feet) Area(A)% Pennea€iliFV-Rational Method rya ea Ruof, Pare. tvei Open j C. ravel OPen CW CvvA CB1 2,404 2,404 0.055 0.9 0.9 0.7 0.3 0.9 0.05 CB2 238 1,450 1,688 0.039 0.9 0.9 0.7 0.3 0.38 0.01 CB3 3,545 1,161 4,706 0.108 0.9 0.9 0.7 0.3 0.75 0.08 C135 6,280 2,111 8,391 0.193 0.9 0.9 0.7 0.3 0.75 0.14 CB6 13,276 13,352 31,628 0.726 0.9 0.9 0.7 0.3 0.65 0.47 C137 9,986 4,713 14,699 0.337 0.9 0.9 0.7 0.3 0.71 0.24 CB9 24,765 4,590 29,355 0.674 0.9 0.9 0.7 0.3 0.81 0.55 CB11 9,167 1,174 10,341 0.237 0.9 0.9 0.7 0.3 0.83 0.2 CB12 30,301 3,795 34,096 0.783 0.9 0.9 0.7 0.3 0.83 0.65 CB13 25,217 3,780 28,997 0.666 0.9 0.9 0.7 0.3 0.82 0.55 CB14 25,653 6,383 32,036 0.735 0.9 0.9 0.7 0.3 0.78 0.57 CB15 17,709 1,814 19,523 0.448 0.9 0.9 0.7 0.3 0.84 0.38 CB16 17,203 3,769 20,972 0.481 0.9 0.9 0.7 0.3 0.79 0.38 CB17 21,919 20,710 42,629 0.979 0.9 0.9 0.7 0.3 0.61 0.6 CB19 I5,829 206 16,035 0.368 0.9 0.9 0.7 0.3 0.89 0.33 CB20 25,030 6,673 31,703 0.728 0.9 0.9 0.7 0.3 0.77 0.56 CB21 11,789 11,789 0.271 0.9 0.9 0.7 0.3 0.9 0.24 TD22 4,807 4,807 0.11 0.9 0.9 0.7 0.3 0.9 0.1 CB23 14,639 15,321 29,960 0.688 0.9 0.9 0.7 0.3 0.59 0.41 CB24 17,413 1,155 18,568 0.426 0.9 0.9 0.7 0.3 0.86 0.37 RDl 20,770 20,770 0.477 0.9 0.9 0.7 0.3 0.9 0.43 RD2 20,770 20,770 0.477 0.9 0.9 0.7 0.3 0.91 0.43 RD3 21,975 21,975 0.504 0.9 0.9 0.7 0.3 0.9 0.45 TOTAL 1 63,515 302,170 92,1 57 457,842 1 10.511 0.9 0.9 0.7 0.4 0.8 Edwards & Kelc:ey Project No. 050013031 January 2005 VM Edwards and Kelcey am The Stormwater Management Policy issued by the DEP/CZM states that the "use of the standards should prevent or minimize adverse environmental impacts due to unmanaged stormwater while limiting undue costs and recognizing site constraints." COMMENTS AND CONCLUSIONS , This analysis has demonstrated that there will be no significant increase in peak rate .� of stormwater runoff or stormwater runoff volume due to the proposed redevelopment of this site. The redevelopment area has been designed with the current Best Management • Practices and exceeds DEP's guideline of 80% TSS removal. Although any site construction can impact local hydrology and water quality, the plans as presented incorporate many design features intended to mitigate adverse effects to downgradient wetlands and aquifers. 20 ,� Edwards and Kelcey Stormwater runoff from this site does not directly outlet to any critical areas. 7. Redevelopment of previously developed sites must meet the Stormwater Management Standards to the maximum extent practicable. However, if it is not practicable to meet all the Standards, new (retrofitted or expanded) stormwater management systems must be designed to improve existing conditions. Existing systems within the limits of the project area will be up-graded to the maximum extent possible to improve existing conditions. 8. Erosion and sediment controls must be implemented to prevent impacts during construction and land disturbance activities. Erosion and sedimentation control techniques will be employed during the construction and earth-moving phases of the work. Some of these include hay bale barriers, silt fencing, catch basin protection, temporary sediment basins and stone construction access drives. The contractor will be responsible for implementing and maintaining each of these controls. 9. All stormwater management systems must have an operation and maintenance plan to ensure that systems function as designed. Pavement areas will be swept annually, at a minimum. All drainage structures will be inspected annually. Sweeping and accumulated sediments or debris will be removed as needed and disposed of according to all federal, state and local regulations. 19 No Edwards and Kelcey om This project will result in an increase of the annual recharge (see response to no. 2). 4. For new development, stormwater management systems must be designed to remove 80 percent of the average annual load (post development conditions) of Total Suspended Solids (TSS). It is presumed that this standard is met when: • Suitable non-structural practices for source control and pollution prevention are implemented; •• • Stormwater management best management practices (BMPs) are sized to capture the prescribed runoff volume; and • Stormwater management BMPs are maintained as designed. Construction of proposed BMPs will provide an overall average percentage of TSS removal of 80 percent for the site (see above calculations). These BMPs will be maintained in accordance with the Operations and Maintenance Plan. 5. Stormwater discharges to areas with higher potential pollutant loads require the use of specific stormwater management BMPs (listed in guidelines). The use of infiltration practices without pretreatment is prohibited. BMP's to be implemented for the commercial parking lot runoff include street sweeping, deep sump hooded catch basins and water quality structure (Stormceptor). New roof areas will be conveyed to a subsurface infiltration system. 6. Stormwater discharges to critical areas must utilize certain stormwater *„s management BMPs approved for critical areas (listed in guidelines). Critical areas are Outstanding Resource Waters (ORWs), shellfish beds, swimming , beaches, coldwater fisheries and recharge areas for public drinking water supplies. 18 ,,,• Ox Edwards and Kelcey STATEMENT OF DEP STANDARDS COMPLIANCE The "Performance Standards" and "Guidelines for Stormwater Management" issued by the DEP/CZM were used as the foundation for the development of the site plan and the selection of non-structural and structural Best Management Practices (BMPs) on the site. The Stormwater Management Plan (the Plan) includes numerous water quality and quantity controls designed to protect surface and groundwater resources, wetlands, and adjacent properties from potential impacts due to the proposed redevelopment project. The methods for compliance with the nine stormwater performance standards developed by the DEP are summarized below. 1. No new stormwater conveyances may discharge untreated stormwater directly to or cause erosion in wetlands or waters of the Commonwealth. No new stormwater conveyances will be constructed as a result of this project. 2. Stormwater management systems must be designed so that post-development peak discharge rates do not exceed pre-development peak discharge rates. An increase in the pervious (landscape) areas and recharging roof runoff will insure that the post-development peak discharge rate will not exceed the pre-development rate. 3. Loss of annual recharge to groundwater should be minimized through the use of infiltration measures to the maximum extent practicable. The annual recharge from the post-development site should approximate the annual recharge from the pre-development site conditions based on soil types. 17 Total Suspended Solids (TSS) Removal Rate Worksheet Proposed Condtions Big Y Supermarket - Northampton, MA 7-Jan-05 Area Best Management Practice BMP Remaining Cumulative (BPM) Removal Rate TSS Removal Rate LEFT Untreated Runoff 0.0% 100.0% 0.0% Street Sweeping 10.0% 90.0% 10.0% Deep Sump CBs With Hoods 25.0% 67.5% 32.5% Stormceptor 69.0% 20.9% 79.1% Total TSS Removal 79.1% EXIST Untreated Runoff 0.0% 100.0% 0.0% ACCESS Street Sweeping 10.0% 90.0% 10.0% DRIVE Stormceptor 69.0% 27.9% 72.1% Total TSS Removal 72.1% RIGHT Untreated Runoff 0.0% 100.0% 0.0% Street Sweeping 10.0% 90.0% 10.0% Deep Sump CBs With Hoods 25.0% 67.5% 32.5% Stormceptor 79.0% 14.2% 85.8% Total TSS Removal 85.8% 10 Project Area Weighted TSS Removal Rate Area ac Removal Rate Area x Rate LEFT SIDE 5.90 79.1% 4.67 EXIST ACCESS DRIVE 0.20 72.1% 0.14 RIGHT SIDE 2.68 85.8% 2.30 8.78 81.0% 7.11 Edwards and Kelcey 111 SUMMARY OF RESULTS Peak Stormwater Runoff Rates (cfs*) 1-year 2-year 10-year 100-year Existing Conditions 20.90 25.53 39.65 56.26 Proposed Conditions 16.84 21.73 35.63 52.82 Expressed in cubic feet per second Stormwater Runoff Volumes (af**) 1-year 2-year 10-year 100-year Existing Conditions 1.61 2.01 3.22 4.75 Proposed Conditions 1.37 1.64 2.67 3.98 **Expressed in acre feet 15 ... ....... ......................................................... . ............... . AREA PAVE ROOF GRASS TOTAL (SF) (SF) (SF) (SF) CB-1(EX) — — 2404 2404 CB-2(EX) 238 — 1450 1688 CB-3(EX) 3545 — 1161 4706 CB-4(EX) 3475 — 1303 4778 CB-5 6280 — 2111 8391 CB-6 18276 — 13352 31628 CB-7 9986 — 4713 14699 leI CB-8(EX) 2300 — — 2300 CB-9 24765 — 4590 29355 CB-10(EX) 3243 — — 3243 CB-11 9167 — 1174 10341 CB-12 30301 — 3795 34096 CB-13 25217 — 3780 28997 CB-14 25653 — 6383 32036 i CB-15 17709 — 1814 19523 IN CB-16 17203 — 3769 20972 CB-17 21919 — 20710 42629 CB-18(EX) 9253 — — 9253 CB-19 15829 — 206 16035 CB-20 25030 — 6673 31703 CB-21 11789 — — 11789 CB-22 4807 — — 4807 CB-23 14639 — 15321 29960 CB-24(EX) 17413 — 1155 18568 CB-25(EX) 4778 2478 1639 8895 R-26 — 43023 — 43023 R-27 — 13648 — 13648 20770 120770 20770 — 20770 21975 — 21975 TOTAL 322815 122664 97503 542982 HAMP PLAZA . FIGURE: 1 NORTH KING ST, NORTHAMPTON, MA .al WORLD CLASS Bos Boson. MARKET SCALE: N.T.S. qNp Boson.j 2 Q2222 oh:(61T 242-4722 N:(617)242-9624 PROPOSED WATERSHED PLAN DATE: 01/2005 JOB NO.: 050013031 SHEET:2 OF 2 ' ............................................................................................... ...... .......................................... .................................................................... ....................................................................... ........................... ..................................................................................................................................... kx ,. ` T� [POINT OF tANALYSIS . ............... TFF 1 2 E --!2 a a Cp— R�29 62,437 S.F. FF EL:51.8 R-28 % C�l 76 CB+l B-1 (EXY ti CB-12 A B C —14 CB-1 'All & 00" 7� 17 k B % CE�7 ref tv w wy, HAMP PLAZA FIGURE: 1 NORTH KING ST, NORTHAMPTON, MA WORLD CLASS 343 Callgress gust SCALE: N.T.S. &oston.MA 02210 6171242-0222 .h:f6l7)1242-0824 PROPOSED WATERSHED PLAN SHEET:1 OF 2 DATE: 01/2005 JOB NO.: 050013031 Edwards and Kelcey Nw of resource areas, catch basin inlet protection, stabilized permanent seeding. As required by the NPDES Construction General Permit, the erosion and sedimentation controls will be inspected at the end of each workday. Should construction occur during winter conditions, seasonally appropriate stabilization measures will be utilized. Prior to that, erosion control barriers will be installed at the down gradient limit of work. The erosion control barriers, supplemented with temporary construction fencing, will serve as the limit of the work. Once in place the Phase I Building demolition begins, it consists of selectively removing a portion of the building to the rear. Buildout of the new supermarket with ots associated utility improvements will °° take approximately 4-5 months. Then Phase II Building demolition begins for 1 month, then the new store will open. The installation of the finished pavement occurs immediately after the remaining utilities are installed. Refer to Proposed Conditions, Stormwater Analysis Areas plans on page 10. .W 12 lw Edwards and Kelcey PROPOSED CONDITION DESCRIPTION The proposed project is to construct a new supermarket on the northern part of the site and remove the existing center building (Building A). Parking, loading and site access is redesigned to improve safety, efficiency, and esthetics. This reconfiguration allows for an opportunity to substantially increase the amount landscape area on site. Sections of the drainage system will be reconstructed. Catchbasin to catchbasin configurations will be eliminated, however to save portions of the piping, some of the exiting structures will be converted to manholes. New deep sump catchbasins and Stormcepter Units will be installed to provide treatment of the stormwater prior to discharging it to the River. Another improvement includes the construction of a new roof runoff leaching system to provide on-site recharge. The project is located on a previously developed parcel and will include the redevelopment of an old run-down facility. Redeveloping the site, which contains existing in-place infrastructure (water, sewer, gas & electric) will eliminate the additional materials and impacts associated with extending new infrastructure to a previously undeveloped parcel. In addition the development of new facilities will allow for the use of energy efficient equipment and appliances and construction with environmentally friendly building materials as compared to those currently utilized in the older industrial uses, which will be replaced as part of this project. Materials generated from the demolition of the exiting on-site structures (asphalt, brick and concrete) will be source separated, processed, and reused as road and building sub-base material, to the extent practicable. All additional demolition materials will be sent to an appropriate facility for recycling or processing for reuse as practicable. All other materials not suitable for recycling or reuse will be sent to an appropriate facility for disposal in accordance with all applicable state and local regulations. Erosion and sedimentation control measures implemented on the site will include, at a minimum, the installation of silt fence and hay bale barriers on the upgradient side 11 .. ....... ... ...... ....... ...... .... . .. ........ .. ..... ......... .......... AREA PAVE ROOF GRASS TOTAL (SF) (SF) (SF) (SF) CB—E1 — — 2404 2404 CB—E2 238 — 1450 1688 CB—E3 2935 — 1771 4706 CB—E4 1303 — 3475 4778 CB—E5 50662 — 17384 68046 CB—E6 9084 — 2774 11858 CB—E7 10602 — 363 10965 CB—E8 24448 — 1457 25905 CB—E9 14753 — 2676 17429 CB—E10 2300 — — 2300 CB—E11 3243 — — 3243 CB—E12 36960 — 658 37618 CB—E13 16517 — 6064 22581 CB—E14 9253 — — 9253 i CB-E15 16752 - 1190 17942 CB-E16 31478 - 522 32000 CB-E17 30764 - 88 30852 CB-E18 7033 - 1995 9028 ! CB-E19 5082 - - 5082 low CB-E20 59673 - 1816 61489 CB-E21 25308 - 8581 33889 CB-E22 4778 2478 1639 8895 R-E23 - 43023 - 43023 R-E24 - 13648 - 13648 R-E25 - 64,360 - 64360 TOTAL 363166 123509 56307 542982 HAMP PLAZA . FIGURE: 1 NORTH KING ST, NORTHAMPTON, MA .al WORLD CLASS 343 Caigress Streel Boston MA 02210 MARKET SCALE: N.T.S. oh(617)242-9222 1x:(617)24'2.9V4 EXISTING WATERSHED PLAN DATE: 01/2005 JOB NO.: 050013031 SHEET:2 OF 2 ..................... ................ ..............-................... .................. ..................... ................................ ............................................................... ............-................................ ................. ...................................... ..................... POINT OF ANALYSIS ... ....... .............. W ........ ...... QS-E ............ 5! rr I t .......... . . ....... L pa . .............. R-624 CB-E17 CB-E21 40 07 yy R A 137' 1 ca. ogre R-7 0 -41 15;-E -CE J„ HAMP PLAZA FIGURE: 1 NORTH KING ST, NORTHAMPTON, MA WORLD CLASS aLl Cor.g.-ss SVeel MARKET SCALE: N.T.S. Bosm MA 02210 ph:(617)242-9222 1v(61712.42-9824 EXISTING WATERSHED PLAN DATE: 01/2005 JOB NO.: 050013031 SHEET:1 OF 21 - Edwards and Kelcey EXISTING CONDITION DESCRIPTION The site is currently developed with retail space in two buildings. Parking areas surround building A and are to the east of building B. Landscape areas are scattered around the edges of the parking lot. The site slopes down from south to north and west to east and varies in elevation from 160 to 145. The drainage system consists of a series of standard catchbasins, to capture stormwater runoff, connected by drainage pipes and conveyed to the 60-inch trunkline along the northern property line. The existing 42-inch pipe, which outlets from the offsite detention basin, will remain intact. Refer to Existing Conditions, Stonnwater Analysis Areas plans on page 7. PR 8 OR :t 4 � .r u #w we ,y .4..a �. +�>, i •. 41. �;� �.v ��K.. � e � NNiwwit. .Mww4YiN... x 'R" 4 Ha PROJECT SITE ,_ "V. a ' i .. Hamp Plaza 142-188 North King St Northampton, MA '��� ..X4 '� ,. ,e �' r•a{` .'4 MIA ,� `4t4 c S .'• n ! { 4 ` .;F t *y am •r •Y. AU l4 OR r > K^ r Y �a � .'�./• JFV7.' HBA �'rt � s L�'' 1`•r + '! , �.f Sri! k�w% { Soil ID Soil Name Hydraulic Group Au Amostown-Windsor silty substratum-Urban land complex C NRCS Soils Locus Plan 343 Congress Street Information Provided By: Ed�d� Boston, Massachusetts USDA Natural Resources Conservation Service ,a=KAw_1C � 02210 N 451 West Street,Amherst,MA EK Project Number 050013031 A Scale:1:15,840 Edwards and Kelcey Windsor silty substratum-Urban land complex (Au) classified within the hydrologic soil group C. .w • Infiltration rate of 0.27 inches per hour — Table 2-1, Hydrology Handbook for Conservation Commissioners for Silty Loam. Soil tests shall be completed in the spring to verify this assumption and to determine high groundwater elevations. POINT OF ANALYSIS Under both the pre and post construction condition, the site runoff passes through the existing catchbasin structure on northeastern comer of the site. Therefore, for this analysis, peak rates and volume of stormwater runoff will be evaluated at this structure for the 1, 2, 10 and 100-year storm events. 6 Edwards and Kelcey OBJECTIVE OF CALCULATIONS This calculation is an analysis of the site hydrology and stormwater runoff for the W Existing Conditions Case and the Proposed Conditions Case. The objective of this analysis is to show that the net peak rate and volume of stormwater discharge from the site in the Proposed Conditions will not be greater than the discharge under the Existing Conditions for the one, two, ten, and one hundred year rainfall events. This report will also document the installation of new Best Management Practices (BMPs) for this project and their benefits to the environment. Accordingly, redevelopment of the site as it pertains to stormwater runoff will not adversely impact adjacent or downgradient properties. CALCULATION METHODS AND ASSUMPTIONS Stormwater runoff is analyzed using the following: "HydroCADTM Stormwater Modeling System," by Applied Microcomputer Systems based upon SCS Technical Releases No. 55 and 20 for generating hydraulic calculations including peak flows and runoff volumes. Rational Method (Q = CIA) used to size pipes for the 10 year storm. Due to the time of year soil tests were not performed I EQUATIONS AND SOURCES OF DATA USED Q = 1.486(A)/n(R)2"(S)1/2 - Manning's Equation for Rational Method • 24 Hour Rainfall data-Technical Release No. 40. 1 yr= 2.5 in. 2 yr= 3.0 in. 10 yr = 4.5 in 100 yr = 6.4 in Soils information from the Hampshire County, Southern Part from the USDA Natural Resources Conservation Service (NRCS), formally the Soil Conservation Service (SCS). Soils for site were designated: Amostown- 5 f z Plaza Harnp North King St b Northampton, sk VN AMIM u 1,�j , 1 S t MON,I I , , a° • 343 CIgIss Stet A rI r EK Project Number • 050013031 / n 111 .. s w., Edwards and Kelcey INTRODUCTION The proposed project (the Site), Hamp Plaza is located at 142-188 North King Street, in Northampton, MA. The 12.1-acre site is on the west side of North King Street and Pine Brook Curve on the east side of Cooke Avenue and south of the Walmart site. Under existing conditions, stormwater runoff from roof and parking areas, mostly untreated, is collected in a system of catchbasins and drainage pipes and routed along with offsite runoff through a 60-inch diameter culvert and outletting into the Connecticut River. The proposed improvements to the Site include relocating the existing Big Y Supermarket by constructing a new 62,437 sq. ft. building just north of the existing building, demolishing the existing same size building. It also includes reconstructing the parking and loading areas and site access reducing pavement and providing additional landscape areas. All of the existing retail spaces on the western side of this site will remain open. Significant improvements are proposed to the drainage system. Along with the reduction in pavement areas, the drainage system was designed to infiltrate the SO stormwater runoff from the roof of the new building further reducing flows off the site. The parking lot will be swept on a regular basis, all new catchbasins will have deep sumps and hoods and Stormceptor units are proposed to provide additional water treatment to meet the 80% removal of TSS performance standard. An operations and maintenance plan will ensure that the system functions as designed. OR 3 on TABLE OF CONTENTS SUBJECT PAGE +?! INTRODUCTION 3 PROJECT LOCUS 4 OBJECTIVE, METHODS & ASSUMPTIONS 5-6 "' NRCS SOILS LOCUS PLAN 7 EXISTING CONDITION DESCRIPTION 8 EXISTING WATERSHED PLAN 9-10 PROPOSED CONDITION DESCRIPTION 11-12 PROPOSED DRAINAGE AND GRADING PLAN 13-14 SUMMARY OF RESULTS 15 TSS REMOVAL RATE WORKSHEETS 16 STATEMENT OF DEP STANDARDS COMPLIANCE 17-20 COMMENTS AND CONCLUSIONS 20 PIPE DESIGN CALCULATIONS 21-22 SITE INFILTRATION SYSTEM WORKSHEET 23 STORMCEPTOR SIZING CALCULATIONS 24-29 EXISTING CONDITIONS CALCULATIONS E1- ,,, PROPOSED CONDITIONS CALCULATIONS Pi- SITE PLANS - 20 SHEETS (SEPERATE PACKAGE) JA2005 Projects\050013.031\Drainage\drain.doc tAl STORMWATER MANAGEMENT REPORT HAM P PLAZA 142- 188 North King St NORTHAMPTON, MA Prepared for: Big Y Foods, Inc 2145 Roosevelt Avenue Springfield, MA 01102 Prepared By: Edwards and Kelcey 343 Congress Street Boston, MA 02210 January 2005 J:\2005 Projects\050013.031\Drainage\drain.doc STORMWA TER MANAGEMENT REPORT . se" 01/21/2005 12.39 FAX 413 788 0907 BIG Y FACILITIES MGMT tg]UUZ/UU3 oi/20/05 17:22 FAX 1617L4tao4* -- STORM'WATER MANAGEMENT Fog paid: _ PERMIT Du.Paid: _ pnmiM —�-- APPLICATION APPMVtd Dr. Ch �aroyi .» DWSrtauat ofPabtia Wwft (.�o.vPw�ay 1. Project/Site Information 9 Project/Site Name: g l�t `C 19 M,P pl.Fi 3�4 Project street/L.ocatiow l 4Z- I& lN�t:'t>rl K insb EST' Assessor's Map: Pntcat(s): Estimated Area to be Disbrbed(f e): -383, zoo SF _ -- Total Area of Impervious Surfaces: Existitta (paved,parking, decks,roofs,etc)(1e) 46(0. (cat;5 S r- 445v4-75 sLe Project Type(check one) Permit Review mad Inspectioai Fee ❑ Residential Site 1-5 Acres Dibtutbed) $700 O Residential Situ eater than 5 Acres Distwbed $1,100 D Minor Residential Subdivision(1 lot and d1mobing 1 to 5 S700 or Sl per linear foot of roadway or**=on acres of land) drlveway(which ever is greater) �] Residental Subdivision and Other Residential sucb as $2000 or S2 per linear foot of road'+va)t or Townhouse or Rothmew Development(2 or more lots in a common driveway(which ever is¢rater) common 1planof development that will distiab over I acre ❑ Commercial Subdivision(disturbing over 1 acre of land) 52000 or$2 per linew foot ofroa&.vay or common drives which ever is commercial or industrial Site(all individual cotntnencial or $700 per acre disturbed(maximum of 55,000) !to industrial sits that will disturb over 1 acre or that is part of a con�moa plan of development or sale that will disturb over 1 acre 2,Applicant Information 3.Owner Information (if different from Applicant) Name: ri: l m Aft Kee—*.Y t3 t G k? Gbbz zol-INC. Address: 343 CWfiP&=c& Sr, g0%,70nl 214` —&920Z.EyEL Telephone: hoo l 7) 242-117-z 4 f 1 ffh 4- 4 &Mail: Tt RNO (�_ Ek Mlklt.�GcNI, T_HOMAS ® wt-ft-y.gatj Fax: (w) 242- 9 SZ4 (51131 '732- 2613 4. CertiScation I herby cortify that the information contained herein including all attachments is true, accurate and complete to the best of my loaowledge. Further,I grant the Northampton Department of public Works and its agents permission to enter the property to review this application and make inspecdons durin d afisr cops on. � 'as Applies 's Signs uve Date Ow i s Stgnamre Dale MIN Roy A. TIAAJO UP di 6 S, -/'V C STORMWA TER MANAGEMENT PERMIT APPLICATION subject parcel abutter parcel propery location owner owner address town st zip 18D-001-001 18-013-001 NORTH KING ST NORTHAMPTON HOLDINGS LP 150 WHITE PLAINS RD TARRYTOWN NY 10591 1813-001-001 18-015-001 NORTH KING ST BAKER ROBERT C FOUNDATION INC 150 WHITE PLAINS RD TARRYTOWN NY 10591 18D-001-001 18C-014-001 HATFIELD ST HARRISON RICHARD 311 HATFIELD ST NORTHAMPTON MA 01060 18D-001-001 18C-028-001 BRIDGE RD JAESCKE RICHARD E& SANDRA H 782 BRIDGE RD NORTHAMPTON MA 01060 18D-001-001 18C-029-001 BRIDGE RD JAESCKE RICHARD E & SANDRA H 782 BRIDGE RD NORTHAMPTON MA 01060 18D-001-001 18C-030-001 BRIDGE RD MAZZA MARIO L&MARY C 906 BRIDGE RD NORTHAMPTON MA 01060 18D-001-001 18C-031-001 COOKE AVE BUSHEY THOMAS G 16 COOKE AVE NORTHAMPTON MA 01060 18D-001-001 18C-033-001 COOKE AVE BUSHEY ROBERT D&CONSTANCE J 34 COOKE AVE NORTHAMPTON MA 01060 18D-001-001 18C-034-001 COOKE AVE FRANK CHRISTOPHER L 132 WARNER RD BELCHERTOWN MA 01007 1813-001-001 18C-035-001 COOKE AVE MORIN DOROTHY S 66 COOKE AVE NORTHAMPTON MA 01060 18D-001-001 18C-036-001 BRIDGE RD JAESCKE RICHARD E& SANDRA H 782 BRIDGE RD NORTHAMPTON MA 01060 1813-001-001 18C-037-001 COOKE AVE MASCOWSKI HELEN S P.O. BOX 374 NORTHAMPTON MA 01061 18D-001-001 18C-038-001 COOKE AVE CLEARY JANET R 76 COOKE AVE NORTHAMPTON MA 01060 18D-001-001 18C-080-001 BRIDGE RD ARNOLD EDWARD W&JOANNE M 815 BRIDGE RD NORTHAMPTON MA 01060 18D-001-001 18C-081-001 JACKSON ST PARKER DONOVAN 262 JACKSON ST NORTHAMPTON MA 01060 18D-001-001 18C-137-001 COOKE AVE MORIN DOROTHY S 66 COOKE AVE NORTHAMPTON MA 01060 18D-001-001 18D-001-001 NORTH KING ST D'AMOUR PAUL H ET AL 2145 ROOSEVELT AVE SPRINGFIELD MA 01102 18D-001-001 18D-002-001 PINE BROOK CURVE RACHEI NELLY A 69 PINE BROOK CURVE NORTHAMPTON MA 01060 18D-001-001 18D-006-001 PINE BROOK CURVE DGA REALTY LLC P O BOX 928 NORTHAMPTON MA 01061 18D-001-001 18D-009-001 BRIDGE RD BIXBY ROBERT J&ANNE L 908 BRIDGE RD NORTHAMPTON MA 01060 18D-001-001 18D-010-001 COOKE AVE CARTER LEWIS G &JOAN C 3 COOKE AVE NORTHAMPTON MA 01060 18D-001-001 18D-011-001 COOKE AVE WATSON DONALD E JR&TIFFANY J 97 ELM ST HATFIELD MA 01038 18D-001-001 18D-012-001 PINE BROOK CURVE BEAUREGARD KATHLEEN A 46 PINE BROOK CURVE NORTHAMPTON MA 01060 18D-001-001 18D-012-002 PINE BROOK CURVE CASTILLO PETER J &JULIE A 48 PINE BROOK CURVE NORTHAMPTON MA 01060 18D-001-001 18D-013-001 PINE BROOK CURVE THIBAULT LAURA L& MARK MONSKA 52 PINE BROOK CURVE NORTHAMPTON MA 01060 18D-001-001 18D-014-001 PINE BROOK CURVE HALL NORMA 1 28 PINE BROOK CURVE NORTHAMPTON MA 01060 18D-001-001 18D-015-001 PINE BROOK CURVE ISERNHAGEN DENISE J 49 PINE BROOK CURVE NORTHAMPTON MA 01060 1813-001-001 18D-017-001 NORTH KING ST DGA REALTY LLC P O BOX 928 NORTHAMPTON MA 01061 18D-001-001 18D-019-001 BRIDGE RD DARLING EBENEZER C 914 BRIDGE RD NORTHAMPTON MA 01060 1813-001-001 18D-020-001 PINE BROOK CURVE BOUTHILETTE JOHN F& RITA M 9 PINE BROOK CURVE NORTHAMPTON MA 01060 18D-001-001 18D-021-001 PINE BROOK CURVE LATOUR DANIEL E& MICHELLE R 19 PINE BROOK CURVE NORTHAMPTON MA 01060 18D-001-001 18D-022-001 PINE BROOK CURVE ENZ KATHLEEN M 18 SPRING LN WASHINGTON NJ 07882 18D-001-001 18D-023-001 PINE BROOK CURVE LIMA FREDERICK P & EVELYN A 33 PINE BROOK CURVE NORTHAMPTON MA 01060 18D-001-001 18D-038-001 JACKSON ST NORTHAMPTON CITY OF 210 MAIN ST NORTHAMPTON MA 01060 18D-001-001 18D-062-001 BRIDGE RD DARLING EBENEZER C 914 BRIDGE RD NORTHAMPTON MA 01060 18D-001-001 18D-067-001 PINE BROOK CURVE MAGINNIS PATRICIA M 70 MONTAGUE RD WESTHAMPTON MA 01027 ABUTTERS LIST 9.Does the project incorporate 4 foot sumps into the storm water control s F1 Yes [-1 No(explain why) 10.Will the project discharge stormwater into the City's storm drainage system? rl Yes r_1 No (answer the following:) Do the drainage calculations submitted demonstrate that the project has been designed so that there is no increase in peak flows from pre-to post-development conditions during the: I,2, or 10 year Soil Conservation Service design storm? rl Yes rl No(IF NO, explain why) 11. Will all the runoff from a 0.4 inch rainstorm(first flush)be detained on-site for an average of 6 hours? C'1 Yes rl No(explain why) A leaching system is provided to recharge runoff from roof areas. Parking lot areas will be treated utilizing water quality structures(Stormceptors),on-site. 12. Is the applicant requesting a reduction in the parking requirements? rl Yes. If"yes",what steps have been taken to reduce the need for parking,and number of trips per day? rl No 13. Traffic Study: ' Estimated daily and peak hour vehicles trips generated by the proposed use,traffic patterns for vehicles and pedestrians showing adequate access to and from the site and surrounding intersections,and adequate vehicular and pedestrian circulation within the site. See attached Traffic Study. What mitigation is proposed for incremental impacts? Proposed plan includes signalizing the main access drive. �,„ Check off that apply to the project: rl use of a common driveway for access to more than one business F l use of an existing side street ii. Does the project require more than one driveway cut? rl NO F,I YES (if"yes",explain why) The site will continue to utilize three curb cuts. w iii. Are pedestrian,bicycle and vehicular traffic separated on-site? rl YES I NO(if"no",explain why) G. Explain why the requested use will: ON i. Not unduly impair the integrity or character of the district or adjoining zones: Same use and size building with landscaping and parking modifications will improve site. ii.not be detrimental to the health,morals or general welfare: Same use and size building with landscaping and parking modifications will improve site. "! iii. be in harmony with the general purpose and intent of the Ordinance: Same use and size building with landscaping and parking modifications will improve site. go H. Explain how the requested use will promote City planning objectives to the extent possible and will not "M adversely affect those objectives,defined in City master study plans(Open Space and Recreation Plan; Northampton State Hospital Rezoning Plan; and Downtown Northampton:Today,Tomorrow and the Future). C. How will the proposed use promote a harmonious relationship of structures and open spaces to: i. the natural landscape: Although the site is completely developed both in the existing and proposed conditions the .. proposed plan provides additional landscaping areas. ii. to existing buildings: Centralized parking will allow for vehicular and pedestrian circulation improvement. iii. other community assets in the area: D. What measures are being taken that show the use will not overload the City's resources, including: There will be no change in use or floor area as proposed,therefore the use of City's resources ,. will remain relatively the same. i. water supply and distribution system: No change in demand associated with this project. ii. sanitary sewage and storm water collection and treatment systems: No change in demand associated with this project. iii. fire protection, streets and schools: No change in demand associated with this project. How will the proposed project mitigate any adverse impacts on the City's resources, as listed above? No change in demand associated with this project. E. List the section(s)of the Zoning Ordinance that states what special regulations are required for the proposed project(flag lot,common drive,lot size averaging, etc.) How does the project meet the special requirements?(Use additional sheets if necessary) 00 F. State how the project meets the following technical performance standards: i. Curb cuts are minimized: No change in demand associated with this project,the site will continue to utilize three curb cuts. 7. Describe proposed project/work below: Relocate existing Big Y Supermarket by constructing a new,same-size building to the north of the existing building,demolish the old building and reconstruct the parking lot. ' 8. Site Plan and Special Permit Approval Criteria. (If any P ermit criteria does not apply, explain why.) ) A. How will the requested use protect adjoining premises against seriously detrimental uses? !" How will the project provide for: i. surface water drainage: two Site grading will direct runoff to deep sump,hooded catch basins.Flows will then be routed to water quality structures(Stormceptors)via HDPE pipe then to the town drainage system.Runoff from the new roof will be routed to a subsurface leaching system. ii. sound and sight buffers: ■+ The proposed plan will centralize the parking area between the new and exiting buildings reducing noise levels to adjacent properties. iii.the preservation of views,light and air: The proposed plan will centralize the parking area between the new and exiting buildings,provide landscape islands,and new site lighting. B.How will the requested use promote the convenience and safety of pedestrian movement within the site and on adjacent streets? i.How will the project minimize traffic impacts on the streets and roads in the area? on The proposed project will not increase the on-site floor area of the supermarket(same use)and should not have significant impact on the local traffic. ii. Where is the location of driveway openings in relation to traffic and adjacent streets? Driveway entrances will remain in the existing locations with minor adjustments. iii. What features have been incorporated into the design to allow for: a. access by emergency vehicles: A fire lane is proposed along the front of the supermarket and driveway in the rear of the building. b. the safe and convenient arrangement of parking and loading spaces: The proposed plan provides separation of parking and loading areas and reduces the number of vehicular conflicts. c. provisions for persons with disabilities: Special parking,crosswalks,walkways and ramps are designed to ADA standards. VW b. building rI Existing and proposed topography(for intermediate projects the permit granting authority may accept generalized topography instead of requiring contour lines)showing: a. two foot contour intervals b. wetlands,streams,surface water bodies c. drainage swales and floodplains d. unique natural land features rI Location of a. parking and loading areas b. public and private ways c. driveways and walkways d. access and egress points e. proposed surfacing rI Location and description of a. all stormwater drainage/detention facilities b. water quality structure c. public and private utilities/easements d. sewage disposal facilities e. water supply facilities rI Existing and proposed: a. landscaping,trees and plantings(size and type of plantings) b. stone walls c. buffers andlor fencing rI Signs:existing and proposed: a. Location b. dimensions/height c. color and illumination rl Provisions for refuse removal,with facilities for screening of refuse when appropriate rI Lighting: a.Location b.Details c. Photometric Plan showing no more than 0.5 foot candle at property line rI An erosion control plan and other measures taken to protect natural resources&water supplies(major projects only) (-I Estimated daily and peak hour vehicles trips generated by the proposed use,traffic patterns for vehicles and pedestrians showing adequate access to and from the site,and adequate vehicular and pedestrian circulation within the �* site(major projects only) 6. Check boxes below indicating that you have provided the following documentation: IF Site Vicinity Map/Plan F1 Site or Plot Plan at V =40'or greater rl Filing Fee (which includes the advertising fee)made Payable to the City of Northampton($185 or$335) rl Owner's Signature on Application Form or letter from owner authorizing applicant to sign on behalf of owner F1 Applicant's Signature on Application Form F1 Self Addressed(to owner and applicant)Envelope(s) F1 Certification that you have obtained an abutters list from the neighboring town's Assessor for property located within 300'of said town F1 16 complete packages collated&stapled(original and 15 copies) P-1 Zoning Permit Review Form with Building Inspector's endorsement and Application r1 Folded Plans-all plans 11"x 17" or larger must be folded and collated with each application(If 24"x 36"plan sheets are included,they may contain 7 full sets with the remaining 9 at 11" x 17" size.) F1 Site Plans for major projects prepared and stamped by a Registered Architect,Landscape Architect,or Professional Engineer(At least I plan must have an original stamp;remaining plans must either have an original stamp or copy of original stamp.) I✓-1 Traffic Study(Applicable to major projects) F1 Stormwater Management Plan,including soils information and depth to groundwater(Applicable to major projects) P-1 Building Elevations F Lighting, if applicable l"I Detached Affidavit of Service(from application)to be sent to Office of Planning&Development after abutters have been notified n WAIVER REQUEST. All items below are required unless a waiver is requested.To request a waiver for an item,check the item and provide your reason for requesting a waiver. n Site plan(s)at a scale of 1 "--"40'or larger n Name and address of the owner and the developer,name of project,date and scale plans: n Plan showing Location and boundaries of: a. the lot,with adjacent streets or ways b. all properties and owners within 300 feet c. all zoning districts within 300 feet rl Existing and proposed: a. buildings b. setbacks from property lines c. building elevations d. all exterior entrances and exits(elevation plans for all exterior facades structures are encouraged) n Present and proposed use of a. the land f�Oeof•LAPImV Of . �O i L, ~ CITY OF NORTHAMPTON ZONING BOARD OF APPEALS SPECIAL PERMIT APPLICATION Applications WILL NOT be accepted without all of the following information. It is recommended that you meet with the Senior Planner to review application materials prior to submission. For an appointment,please call the Office of Planning&Development at 413-587-1266. 1: Project Type (Check Box) Information is located on Building lnsnector's.Review Form,which is a prerequisite to frling Wv application. Home Occupation X Sign Detached Accessory Apartment Attaching accessory structure to principal building Other: 2. Permit is requested under Zoning Ordinance Section: Page: From Buildin Inspector's Review fivin 3. Parc0 nformation . Address: CrL 2 Assessor Identification Map#: Parcel#: �8 ( _�Q Zoning District: Recorded in Hampshire Registry of Deeds or Land Book: Page: Court 4. Applicant's Information 5. Owner Information P0 (if different from Applicant) Name —n o6rNo Address • e;rrl Z145 F200 f�Y C LT X\)Si 1 `� SP Z.• Telephone ei(- I;b r90 Email �"nlCk(�[� �.► a Fax -7 24 ` 9 2-4 ( 7&V= Status of ❑ Owner; ❑ Contract Purchaser; Applicant O Lessee; Other: lt�lEf�, 1 003.pdf 11/21/2003 ZONING BOARD OF APPEALS PERMIT APPLICATION IW �w 9. Does the project incorporate 4 foot sumps into the storm water control s F1 Yes rl No(explain why) 10. Will the project discharge stormwater into the City's storm drainage system? F1 Yes rl No (answer the following:) •• Do the drainage calculations submitted demonstrate that the project has been designed so that there is no increase in peak flows from pre-to post-development conditions during the: I,2,or 10 year Soil •s• Conservation Service design storm? F-9 Yes rl No(IF NO,explain why) 11. Will all the runoff from a 0.4 inch rainstorm(first flush)be detained on-site for an average of 6 hours? [-1 Yes R No(explain why) .w A leaching system is provided to recharge runoff from roof areas. Parking lot areas will be treated utilizing water quality structures(Stormceptors),on-site. 12.Is the applicant requesting a reduction in the parking requirements? rl Yes. If"yes",what steps have been taken to reduce the need for parking,and number of trips per day? r_1 No 13.Traffic Study: Estimated daily and peak hour vehicles trips generated by the proposed use,traffic patterns for vehicles and pedestrians showing adequate access to and from the site and surrounding intersections,and adequate vehicular and pedestrian circulation within the site. See attached Traffic Study. What mitigation is proposed for incremental impacts? Proposed plan includes signalizing the main access drive. wo Check off that apply to the project: 1✓I use of a common driveway for access to more than one business [?I use of an existing side street ii. Does the project require more than one driveway cut? rl NO rI YES (if"yes",explain why) The site will continue to utilize three curb cuts. iii. Are pedestrian,bicycle and vehicular traffic separated on-site? rl YES rl NO(if"no",explain why) G. Explain why the requested use will i. Not unduly impair the integrity or character of the district or adjoining zones: Same use and size building with landscaping and parking modifications will improve site. ii.not be detrimental to the health,morals or general welfare: Same use and size building with landscaping and parking modifications will improve site. iii. be in harmony with the general purpose and intent of the Ordinance: Same use and size building with landscaping and parking modifications will improve site. H. Explain how the requested use will promote City planning objectives to the extent possible and will not adversely affect those objectives,defined in City master study plans(Open Space and Recreation Plan; Northampton State Hospital Rezoning Plan; and Downtown Northampton:Today,Tomorrow and the Future). ,.s C. How will the proposed use promote a harmonious relationship of structures and open spaces to: i. the natural landscape: Although the site is completely developed both in the existing and proposed conditions the proposed plan provides additional landscaping areas. ii. to existing buildings: Centralized parking will allow for vehicular and pedestrian circulation improvement. iii. other community assets in the area: D. What measures are being taken that show the use will not overload the City's resources,including: There will be no change in use or floor area as proposed,therefore the use of City's resources will remain relatively the same. i. water supply and distribution system: No change in demand associated with this project. ii. sanitary sewage and storm water collection and treatment systems: No change in demand associated with this project. iii. fire protection, streets and schools: No change in demand associated with this project. How will the proposed project mitigate any adverse impacts on the City's resources, as listed above? No change in demand associated with this project. .w E. List the section(s)of the Zoning Ordinance that states what special regulations are required for the proposed project(flag lot, common drive, lot size averaging,etc.) .. How does the project meet the special requirements?(Use additional sheets if necessary) F. State how the project meets the following technical performance standards: i. Curb cuts are minimized: No change in demand associated with this project,the site will continue to utilize three curb cuts. 7. Describe proposed project/work below: Relocate existing Big Y Supermarket by constructing a new,same-size building to the north of the existing building,demolish the old building and reconstruct the parking lot. 8. Site Plan and Special Permit Approval Criteria. (If any permit criteria does not apply, explain why.) A.How will the requested use protect adjoining premises against seriously detrimental uses? How will the project provide for: i. surface water drainage: Site grading will direct runoff to deep sump,hooded catch basins.Flows will then be routed to water quality structures(Stormceptors)via HDPE pipe then to the town drainage system.Runoff from the new roof will be routed to a subsurface leaching system. ii. sound and sight buffers: The proposed plan will centralize the parking area between the new and exiting buildings reducing noise levels to adjacent properties. iii.the preservation of views,light and air: The proposed plan will centralize the parking area between the new and exiting buildings,provide landscape islands,and new site lighting. B.How will the requested use promote the convenience and safety of pedestrian movement within the site and on adjacent streets? i.How will the project minimize traffic impacts on the streets and roads in the area? The proposed project will not increase the on-site floor area of the supermarket(same use) and r should not have significant impact on the local traffic. ii. Where is the location of driveway openings in relation to traffic and adjacent streets? Driveway entrances will remain in the existing locations with minor adjustments. iii. What features have been incorporated into the design to allow for: a. access by emergency vehicles: A fire lane is proposed along the front of the supermarket and driveway in the rear of the building. b. the safe and convenient arrangement of parking and loading spaces: The proposed plan provides separation of parking and loading areas and reduces the number of vehicular conflicts. c. provisions for persons with disabilities: Special parking,crosswalks,walkways and ramps are designed to ADA standards. b. building n Existing and proposed topography(for intermediate projects the permit granting authority may accept generalized topography instead of requiring contour lines)showing: a. two foot contour intervals b. wetlands,streams,surface water bodies c. drainage swales and floodplains d. unique natural land features ww n Location of a. parking and loading areas b. public and private ways c. driveways and walkways d. access and egress points e. proposed surfacing n Location and description of a. all stormwater drainage/detention facilities b. water quality structure c. public and private utilities/easements d. sewage disposal facilities e. water supply facilities n Existing and proposed: .. a. landscaping,trees and plantings(size and type of plantings) b. stone walls c. buffers andlor fencing n Signs:existing and proposed: a. Location b. dimensions/height c. color and illumination n Provisions for refuse removal,with facilities for screening of refuse when appropriate n Lighting: a.Location b.Details c. Photometric Plan showing no more than 0.5 foot candle at property line n An erosion control plan and other measures taken to protect natural resources&water supplies(major projects only) n Estimated daily and peak hour vehicles trips generated by the proposed use,traffic patterns for vehicles and pedestrians showing adequate access to and from the site,and adequate vehicular and pedestrian circulation within the site(major projects only) 6. Check boxes below indicating that you have provided the following documentation: F1 Site Vicinity Map/Plan rl Site or Plot Plan at 1"=40'or greater rl Filing Fee(which includes the advertising fee)made Payable to the City of Northampton($185 or$335) F1 Owner's Signature on Application Form or letter from owner authorizing applicant to sign on behalf of owner F1 Applicant's Signature on Application Form rl Self Addressed(to owner and applicant)Envelope(s) P-1 Certification that you have obtained an abutters list from the neighboring town's Assessor for property located within 300'of said town F-1 16 complete packages collated&stapled(original and 15 copies) PP l71 Zoning Permit Review Form with Building Inspector's endorsement and Application r_1 Folded Plans-all plans 11"x 17" or larger must be folded and collated with each application(If 24"x 36"plan sheets are included,they may contain 7 full sets with the remaining 9 at 11"x 17" size.) rl Site Plans for major projects prepared and stamped by a Registered Architect,Landscape Architect,or Professional Engineer(At least I plan must have an original stamp;remaining plans must either have an original stamp or copy of original stamp.) P-I Traffic Study(Applicable to major projects) rl Stormwater Management Plan, including soils information and depth to groundwater(Applicable to major projects) F1 Building Elevations 1✓I Lighting, if applicable F1 Detached Affidavit of Service(from application)to be sent to Office of Planning&Development after abutters have been notified [ll WAIVER REQUEST.All items below are required unless a waiver is requested.To request a waiver for an item,check the item and provide your reason for requesting a waiver. C-1 Site plan(s)at a scale of 1 "—"40'or larger C`1 Name and address of the owner and the developer,name of project,date and scale plans: Fl Plan showing Location and boundaries of. a. the lot,with adjacent streets or ways b. all properties and owners within 300 feet c. all zoning districts within 300 feet rl Existing and proposed: a. buildings b. setbacks from property lines c. building elevations d. all exterior entrances and exits(elevation plans for all exterior facades structures are encouraged) F1 Present and proposed use of a. the land 01/21/2005 12:40 FAX 413 788 0907 01/L1/ua tL:uo rw. -�. _ BIG Y FACILITIES MGMT -----"_ 0003/003 a ew CITX OF NORTHAMPTON PLA ; G BOAW A"XJCAnON O All of the followlttg information Ly negrrtred direomplsts VplbmiQw wtA rot be acesptai 4t yyott with to review applifation matcria s with the ssntorPhonierprior to subminim pleats call W-587-1266. sir Intermediate"gets (MUM) ox Major Projects(S33SA0) . New ooaatructioa or addidow of 2.000-4N9 • New comtrua=or ddidoat of 5,000+Sion sq.R gross square footage(excludtag slegle Emily • t ommeecial Pandas lots and parkins PMW homes and agdcul urai uses) . Taka out restaurants and convenleaoo ftnd(Umpt • Proje=requiring 6-9 additional parldog spaow In the COM21 Budaws District) INS • Planned Village Projects brat are not a Major • Automobile a mice stations Project • hgjeets that require 10+additiooal pwidas spaces • Plat lots(additional floe squired) a Raidmtial Incentive mad Plm=W Business Pat FMJOcb ew Sits Plea (complete 1.8F) 0 Site plan (complete 1.18) O Special Permit with Site Plan(complete 1-810 Special permit with Site Mn (coa.platy l-1i) Secdon(� and Pages)From / / eulldln s Revlow Form Sectkwp e S a Seesioo/P Seed e a Addraa: Goo r F 1}V E ( i�:-!6s N• �C+NG �t Asaaasor Ida dfieatioa map F Parml 1i: ��p.pp� Zoning District: Reoerdod to Hampshire Registry of Dee&or Land court Bow= Page: ORR Ntasa EvOi4ems A sy I Y D G- fa VN Addrt R Telephone 417N 2 42• L 2 Z ¢!5 56 Emall ii:ri4A1G ty-MOWL.CtYN%. IC q,Co Fax Lt t4Z- Z t 3 Status of O Owner O Contact Parcbmer A lieant O Lessee SLOther ENCI9 perx:e a: �, /� //f� V� bP r1/G Y pc+I�,Df:/NL �_� S S C ( $i v I ee that the taformation matained trareln b tsns and accurate,to the bat my la►owi 62&Forthar�I ant the Plazoing Board and its a outs perintulon to enter the pro to review this a lirsitio>L I 1 11alrZOW 11:54AW 1 oa34*f PLANNING BOARD PERMIT APPLICATION ow BUILDING INSPECTOR PERMI T APPLI CA TION ow SIGNAGE - BIG Y ALLOWABLE EXISTING PROPOSED WALL SIGN: EAST (Right side): ' SECTION 7.4.2.0 - ONE MAIN ONE(1) 'BIG Y' SIGN (8' x 8') 64 SF. (FRONTAGE) WALL SIGN ON THE ONE (1) 'LIQUOR' SIGN (4' x 25) 100 SF. STREET FRONTAGE FOR EACH ESTABLISHMENT IN THE ONE(1) 'SUPERMARKET' SIGN (4' x 40') 160 SF. STRUCTURE PLUS ONE DIRECTORY WALL SIGN, PROVIDED: ONE (1) 'WAVES SALON' SIGN (4' x 15-6") 62 SF. 1. THE SIGN'S SURFACE AREA ONE(1) 'NORTHAMPTON COOPERATIVE BANK' SHALL NOT BE LARGER THAT TEN SIGN (4' x 16' & 8' HALF CIRCLE) 89 SF. (10) PERCENT OF THE FRONTAGE WALL AREA OF THE FACADE OF TOTAL NUMBER OF SIGNS = 5 THE STORY WHICH IS OCUPIED MAX SIGN HEIGHT = 8' BY THE ESTABLISHMENT OR ONE MAX. SIGN WIDTH = 40' HUNDRED (100) SQUARE FEET, TOTAL= 475 SF WHICHEVER IS LESS, AND SOUTH (Front): SOUTH (Front): 2. THE TOTAL SURFACE AREA ONE(1) 'NORTHAMPTON COOPERATIVE BANK' TWO(2) 'BIG Y' SIGN (8'-9" x 16'-8") 290.5 SF. OF ALL MAIN WALL SIGNAGE OF SIGN (3'x6') 18.0 SF. A BUILDING SHALL NOT BE TWO (2) 'WORLD CLASS MARKET' SIGN (1'-4" x 24'-3") 64.66 SF. LARGER THAN TEN (10) PERCENT ONE (1) 'NYCE CIRRUS SUM' SIGN (1'x2'-6"') 2.5 SF, OF THE MAIN WALL AREA OF THE TWO(2) 'AMERICAN OWNED' SIGN (1'-2" x 18') 42 SF. GROUND FLOOR. TWO(2) 'NORTHAMPTON COOPERATIVE BANK' SIGN (1'-6"x 6' & 4' HALF CIRCLE) 30.5 SF. ONE (1) 'KIDS CLUB' SIGN (1'-2" x 10') 11.67 SF. GROUND SIGNS: TWO(2) 'BIG Y' SIGN (3' x 7') 42,0 SF. 1. IT SHALL NOT EXCEED 100 ONE (1) 'FISH & CHIPS' SIGN (1'-2" x 13'-3") 15.46 SF. SQUARE FEET IN SURFACE AREA TWO (2) 'WORLD CLASS MARKET' SIGN (2' x 24') 96.0 SF, ONE (1) 'SANDWICH SHOP' SIGN (1'-2" x 15) 17.5 SF. ON ANY ONE SIDE. 2. IT SHALL BE SET BACK AT ONE (1) 'BAKERY' SIGN (1'-6"x9') 13.5 SF. ONE (1) 'HEARTH BAKED PIZZA' SIGN (1'-2" x 20'-8") 24.11 SF. LEAST FIFTEEN (15) FEET FROM ONE (1) 'BOOKS AND MAGAZINES' SIGN (1'-6"x12') 18.0 SF. ONE (1) 'ROTISSERIE CHICKEN' SIGN (1'-2" x 19'-8") 22.94 SF. ANY STREET LOT LINE. ONE (1) 'FLOWER SHOP' SIGN (1'-6"x9') 13.5 SF. ONE (1) 'PHARMACY' SIGN (1'-2" x 9') 10.5 SF. 3. IT SHALL NOT RISE TO MORE THAN FIFTEEN (15) FEET FROM ONE (1) 'FRUITS AND VEGETABLES' SIGN (1'-6"x12') 18.0 SF. ONE (1) 'BOUQUETS' SIGN (1'-2" x 9'-6") 11.08 SF. THE GROUND OR SIDEWALK TO THE TOP OF THE SIGN. ONE (1) 'SEAFOOD' SIGN (1'-6"x9') 13.5 SF. ONE (1) 'PATISSERIE' SIGN (1'-2" x 10'-3") 11.96 SF. 4. IT SHALL NOT HAVE MORE ONE (1) 'BOTTLE REDEMPTION' SIGN (1'x5') 5.0 SF. THAN TWO SIGN FACES. TOTAL NUMBER OF SIGNS = 14 TOTAL NUMBER OF SIGNS = 14 MAX SIGN HEIGHT = 8'-9" MAX SIGN HEIGHT = 3'-6" MAX. SIGN WIDTH = 24'-3" MAX. SIGN WIDTH = 12' TOTAL= 264.0 SF TOTAL= 522.38 SF 10. Do any signs exist on the property? NO DON'T KNOW 0 YES E) IF YES, describe: Size: x x length width depth Type: See Attached Sign Schedule Location: Are there any proposed changes to or additions of signs intended for the property? NO O DON"T KNOW 0 YES ®•, IF YES, describe: Size: x x length width depth Type: See Attached Sign Schedule Location: 11. ALL INFORMATION MUST BE COMPLETED, or PERMIT CAN BE DENIED DUE TO LACK OF INFORMATION This column reserved for use by'dw Buifd! 0e rtment EXISTING PROPOSED REQUIRED BY Lot Size (ft ) 527,076 527,076 Frontage 230 230 Front 90 216 Setbacks Rear L: 340 R: L: 178 R: Side 170 30 Building Height (ft) 24 24 Building Area (ft ) 123,509 122674 Building Volume(ft ) Total Area of Paved x Parking, Decks, and 363,166 322815 Other Impermeable Surfaces(ft) Area (ft ) % Area(ft ) % ,Area fft}, ' tot 527 lot 5278 lot, _. .. Open Space: - building 123cl - building 122,hi building? m: impermeable 363gi - impermeable 322, tm`' � Cie Total40,ti 7.67% Total 81,5 15.48% � , � 0�iC, ,; #of Parking Spaces 585 484 #of Loading Docks 3 2 . Fill: volume(ft) volume(ft')288,864 volurrle(ftJ' location location locati 12. Certification: I hereby certify that the information contained herein is true and accurate to the best of my knowledge. Date: 1 / 17 / 2005 Applicant's Signature A' M02 NOTE: Issuance of a zoning permit does not relieve an applicant's burden tj comply with all zoning requirements and obtain all required permits from the Board of Health, Conservation Commission, Historic and Architectural Boards, Department of Public Works and other applicable permit granting authorities. OOO.pdf � f P I JAM 1 g 2005 File No. Complete Phis form'11151n" omputer and the free Adobe PDF Reader (http://www.adobe.com/products/acrobat/readstep2.htmt). Print the completed form, sign it, and return it to the Building Inspector's Office together with the $15 filing fee (check or money order)payable to the City of Northampton. 1. Name of Applicant: Edwards and Kelcey Address: 343 Congress Street City: Boston State: MA Zip: 02210 Telephone: (617) 242-9222 2. Owner of Property: Big Y Foods, Inc. Address: 60 Memorial Drive City: Springfield State: MA Zip: 01102 Telephone: (413) 504-4742 3. Status of Applicant: Owner 0 Contract Purchaser ® Lessee 0 Other (explain) ®i Engineer 4. Job Location: Cooke Ave (A.K.A. 142-188 N. King St.) Town: Northampton 5. Existing Use of Structure/Property: Various Retail and Supermarket 6. Description of Proposed Use/Work/Project/Occupation: (Use additional sheets if necessary): Demolish existing supermarket, construct new supermarket, same floor area and reconstruct parking lot. 7. Attached Plans: Sketch Plan ® Site Plan ® Engineered/Surveyed Plans G 8. Has a Special Permit/Variance/Finding ever been issued for/on the site? NO ® DON'T KNOW @ YES ® IF YES, date issued: IF YES: Was the permit recorded at the Registry of Deeds? NO ® DON"T KNOW ' YES ® IF YES: Book Page and/ Document# or 9. Does the site contain a brook, body of water or wetlands? NO 0 DON'T KNOW ® YES (2 IF YES, does a permit need to be obtained or has a permit been obtained from the Conservation Commission? A permit needs to be obtained A permit has been obtained ® and was issued: / ! OOO.pdf File#MP-2005-0084 APPLICANT/CONTACT PERSON EDWARDS&KELCEY INC ADDRESS/PHONE 343 CONGRESS ST (617)242-9222 O PROPERTY LOCATION 138 NORTH KING ST��('�t^�1� AVE MAP 18D PARCEL 001 001 ZONE HB THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING RM FILLED OUT ee aid Building Permit Filled out Fee Paid Typeof Construction: ZPA-DEMO&REBUILD SUPERMARKET New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/Statement or License 3 sets of Plans/Plot Plan THE FOLLOWING ACT N HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFORMATION PRES TED: --Approved Additional permits required(see below) PLANNING BOARD PERMIT REQUIRED UNDER: §-r,, �Q Intermediate Project: Site Plan AND/OR Sp�e 'al Permit with Site Plan y oqo Major Project: Site Plan AND/OR�/Special Permit with Site Plan 6% j 9 ZONING BOARD PERMIT REQUIRED UNDER: § IvAt-/ !,v" JC71f J7O� Finding Special Permit Variance* Received&Recorded at Registry of Deeds Proof Enclosed ^—Other Permits Required: Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Commission Permit from CB Architecture Committee Permit from Elm Street Commiss' O Z.dO Signature of Building Official Date Note:Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health,Conservation Commission,Department of public works and other applicable permit granting authorities. *Variances are granted only to those applicants who meet the strict standards of MGL 40A. Contact the Office of Planning&Development for more information. PERMIT APPLICATION PACKAGE HAM PLAZA 142- 188 North King St NORTHAMPTON, MA Prepared for: Big Y Foods, Inc 2145 Roosevelt Avenue Springfield, MA 01102 Prepared By: Edwards and Kelcey 343 Congress Street Boston, MA 02210 January 2005 JA2005 Project050013.03 I\DrainageTermit Cover.doc