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WALMART-LOWES 440, 460, 462, 488 HIGHLAND AVE - PLANNING (10)� 1 1 DRAINAGE REPORT 1 For Proposed 1 PLANNED UNIT DEVELOPMENT Highland Avenue (Route 107) 1 City of Salem, Massachusetts Essex County 1 Applicant: t Kennedy Development Group, Inc. 1 Prepared by: 1 TETRA TECH RIZZO One Grant Street Framingham,MA 01701 1 (508)903-2000 and 1 BOHLER ENGINEERING 352 Turnpike Road Southborough,MA 01772 1 (508)480-9900 TEL. TETRA TECH RIZZO O 1 BOHLER E N G I N E E R I N G Date: October 22,2010 I ' Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report ' A. Introduction Important:when A Stormwater Report must be submitted with the Notice of Intent permit application to document filling out forms compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for on the computer, the Stormwater Report which should provide more substantive and detailed information but is offered use only the tab P ( P ) key to move your here as a tool to help the applicant organize their Stormwater Management documentation for their cursor-do not Report and for the reviewer to assess this information in a consistent format. As noted in the Checklist, ' use the return the Stormwater Report must contain the engineering computations and supporting information set forth in key. Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and certified by a Registered Professional Engineer(RPE) licensed in the Commonwealth. ' The Stormwater Report must include: • The Stormwater Checklist completed and stamped by a Registered Professional Engineer(see page 2)that certifies that the Stormwater Report contains all required submittals.' This Checklist is to be used as the cover for the completed Stormwater Report. • Applicant/Project Name Project Address ' • Name of Firm and Registered Professional Engineer that prepared the Report Long-Term Pollution Prevention Plan required by Standards 4-6 Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 8Z ' Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. ' As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. ' To ensure that the Stormwater Report is complete, applicants are required to FII in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. The Stormwater Report may also include the.Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report,the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post-construction best management practices. I ' 3 For some complex projects,it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event,the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. Checklist for Stormwater Report.doc•02/08/10 Stormwater Report Checklist•Page 1 of 9 Massachusetts Department of Environmental Protection ' Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report B. Stormwater Checklist and Certification ' The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report. The checklist is also intended to provide ' conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note: Because stormwater requirements vary from project to project, it is possible that a complete ' Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable(N.A.) and provide the reasons for that determination. ' A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. Registered Professional Engineer's Certification have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long- , term Post-Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement(if included) and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as ' further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature ' 1 Signature and Date ' Checklist , Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? ❑ New development , ❑ Redevelopment ® Mix of New Development and Redevelopment 1 Checklist for Stormwater Report.doc•02/08/10 Stormwater Report Checklist•Page 2 of 9 1 ' Massachusetts Department of Environmental Protection f Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report ' Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what I ' environmentally sensitive design and LID Techniques were considered during the planning and design of the project: ❑ No disturbance to any Wetland Resource Areas ❑ Site Design Practices (e.g. clustered development, reduced frontage setbacks) ❑ Reduced Impervious Area (Redevelopment Only) ® Minimizing disturbance to existing trees and shrubs ' ❑ LID Site Design Credit Requested: ' ❑ Credit 1 ❑ Credit 2 t ❑ Credit 3 ❑ Use of"country drainage'versus curb and gutter conveyance and pipe ' ❑ Bioretention Cells (includes Rain Gardens) ' ❑ Constructed Stormwater Wetlands (includes Gravel Wetlands designs) ❑ Treebox Filter ' ❑ Water Quality Swale ❑ Grass Channel ' ❑ Green Roof ❑ Other(describe): ' Standard 1: No New Untreated Discharges ® No new untreated discharges ' ® Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth (See Appendix E of the Drainage Report) t ® Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. Checklist for Stormwater Report.doc•02/08/10 Stormwater Report Checklist•Page 3 of 9 I �. Massachusetts Department of Environmental Protection ' Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) ' Standard 2: Peak Rate Attenuation ❑ Standard 2 waiver requested because the project is located in land subject to coastal storm flowage , and stormwater discharge is to a wetland subject to coastal flooding. ❑ Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm. ' ® Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 1 0-year 24-hour storms. If evaluation shows that off-site ' flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. (See attached Drainage Report) Standard 3: Recharge ' ❑ Soil Analysis provided. ' ® Required Recharge Volume calculation provided. (See Appendix F of the Drainage Report) ❑ Required Recharge volume reduced through use of the LID site Design Credits. ' ❑ Sizing the infiltration, BMPs is based on the following method: Check the method used. ❑ Static ❑ Simple Dynamic ❑ Dynamic Field' ' ❑ Runoff from all impervious areas at the site discharging to the infiltration BMP. ' ® Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. (See Appendix F of the Drainage Report) ' ❑ Recharge BMPs have been sized to infiltrate the Required Recharge Volume. ® Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: (See Appendix F of the Drainage Report) ® Site is comprised solely of C and D soils and/or bedrock at the land surface ❑ M.G.L. c. 21E sites pursuant to 310 CMR 40.0000 , ❑ Solid Waste Landfill pursuant to 310 CMR 19.000 , ❑ Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. ❑ Calculations showing that the infiltration BMPs will drain in 72 hours are provided. ' ❑ Property includes a M.G.L. c. 21E site or a solid waste landfill and a mounding analysis is included. ' 80%TSS removal is required prior to discharge to infiltration BMP.if Dynamic Field method is used. 1 Checklist for Stormwater Report.doc•02/08/10 Stormwater Report Checklist•Page 4 of 9 ' Massachusetts Department of Environmental Protection 1 Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report tChecklist (continued) Standard 3:'Recharge (continued) ' ❑ The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding ' analysis is provided. ❑ Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. ' Standard 4: Water Quality The Long-Term Pollution Prevention Plan typically includes the following: ' • Good housekeeping practices; Provisions for storing materials and waste products inside or under cover; Vehicle washing controls; ' • Requirements for routine inspections and maintenance of stormwater BMPs; Spill prevention and response plans; Provisions for maintenance of lawns, gardens, and other landscaped areas, Requirements for storage and use of fertilizers, herbicides, and pesticides, ' • Pet waste management provisions; Provisions for operation and management of septic systems; Provisions for solid waste management; ' • Snow disposal and plowing plans relative to Wetland Resource Areas; • Winter Road Salt and/or Sand Use and Storage restrictions; Street sweeping schedules; ' • Provisions for prevention of illicit discharges to the stormwater management system; Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; ' • List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. ® A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. (See Appendix H of the Drainage Report) ' ® Treatment BMPs subject to the 44%TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: ❑ is within the Zone II or Interim Wellhead Protection Area ❑ is near or to other critical areas ' ❑ is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) ® involves runoff from land uses with higher potential pollutant loads. ' ❑ The Required Water Quality Volume is reduced through use of the LID site Design Credits. ® Calculations documenting that the treatment train meets the 80%TSS removal requirement and, if tapplicable, the 44%TSS removal pretreatment requirement, are provided. Checklist for Stormwater Reporl.doc•02/08/10 Stormwater Report Checklist•Page 5 of 9 Massachusetts Department of Environmental Protection ' " Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) ' Standard 4: Water Quality (continued) ® The BMP is sized (and calculations provided) based on: ' ® The 1/2" or 1"Water Quality Volume or (See Appendix F of the Drainage Report) ❑ The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. ❑ The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the ' propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. ❑ A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing ' that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) t ❑ The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. ® The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior ' to the discharge of stormwater to the post-construction stormwater BMPs. (A SWPPP will be submitted prior to the commencement of construction) ❑ The NPDES Multi-Sector General Permit does not cover the land use. ' ❑ LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow ' melt and runoff, and been included in the long term Pollution Prevention Plan. ❑ All exposure has been eliminated. ' ❑ All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. ® The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. (Stormwater quality units with oil/grit separators will be implemented on this project) Standard 6: Critical Areas ' ❑ The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. ' ® Critical areas and BMPs are identified in the Stormwater Report. (The Project is not located in and does not discharge to a critical area as defined by MADEP) 1 Checklist for Stormwater Report.doc•02/08/10 Stormwater Report Checklist•Page 6 of 9 ' Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report 1 ' Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum t extent practicable ❑ The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: (N/A Project designed as a New Development) ' ❑ Limited Project ❑ Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. ' ❑ Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development with a discharge to a critical area ❑ Marina and/or boatyard provided the hull painting, service and maintenance areas are protected ' from exposure to rain, snow, snow melt and runoff ❑ Bike Path and/or Foot Path ' ❑ Redevelopment Project ❑ Redevelopment portion of mix of new and redevelopment. ' ❑ Certain standards are not fully met(Standard No. 1, 8, 9, and 10 must always be fully met)and an explanation of why these standards are not met is contained in the Stormwater Report. ❑ The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment ' and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control ' A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: • Narrative; • Construction Period Operation and Maintenance Plan; • Names of Persons or Entity Responsible for Plan Compliance; ' Construction Period Pollution Prevention Measures; • Erosion and Sedimentation Control Plan Drawings; • Detail drawings and specifications for erosion control BMPs, including sizing calculations; ' 0 Vegetation Planning; • Site Development Plan; Construction Sequencing Plan; • Sequencing of Erosion and Sedimentation Controls; ' • Operation and Maintenance of Erosion and Sedimentation Controls; • Inspection Schedule; • Maintenance Schedule; ' 0 Inspection and Maintenance Log Form. Checklist for Stormwater Report.doc•02/08/10 Stormwater Report Checklist•Page 7 of 9 r Massachusetts Department of Environmental Protection ' Bureau of Resource Protection - Wetlands Program Pr r m 9 r Checklist for Stormwater Report � ❑ A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing ' the information set forth above has been included in the Stormwater Report. Checklist (continued) ' Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) ' ❑ The project is highly complex and information is included in the Stormwater Report thatexplains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and , Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. ❑ The project is not covered by a NPDES Construction General Permit. , ❑ The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. ' ® The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. (A SWPPP will be submitted prior to the commencement of construction) ' Standard 9: Operation and Maintenance Plan (Operation and Maintenance Plans are located in Appendix G of the Drainage Report) ® The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and ' includes the following information: ® Name of the stormwater management system owners; ® Party responsible for operation and maintenance; ' ® Schedule for implementation of routine and non-routine maintenance tasks; ❑ Plan showing the location of all stormwater BMPs maintenance access areas; , ❑ Description and delineation of public safety features; ' ❑ Estimated operation and maintenance budget; and ❑ Operation and Maintenance Log Form. ' ❑ The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: , ❑ A copy of the legal instrument(deed, homeowner's association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs, ' ❑ A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges (The Long-Term Pollution Prevention Plans are located in ' Appendix H) ® The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges, Checklist for Stormwater Report.doc•02/08/10 Stormwater Report Checklist-Page 8 of 9 1 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program 1 Checklist for Stormwater Report 1 ® An Illicit Discharge Compliance Statement is attached; (See attached Drainage Report) ❑ NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of 1 any stormwater to post-construction BMPs. 1 1 1 � 1 1 1 1 1 1 i 1 i 1 1 Checklist for Stormwater Report.doc•02/08/10 Stormwater Report Checklist•Page 9 of 9 ' 1 1 ' i i APPENDICES i i APPENDIX A "Drainage Report" - Proposed Lowe's Home Improvement Center iAPPENDIX B "Drainage Report" For Proposed Walmart Store 1 li 1 1 1 � 1 i 1 1 1 i 1 1 1 1 1 APPENDIX A "Drainage Report" - Proposed Lowe's Home Improvement Center 1 ' Appendix A to the Drainage Report Proposed Lowe's Home Improvement Center, Meineke Expansion,City of Salem Water Storage Tank,and Future Camp Lion Improvements ' APPENDIX A to the Drainage Report -Proposed Lowe's Home Improvement Center, Meineke Expansion, City of Salem Water Storage Tank, and Future Camp Lion Improvements 488 Highland Avenue Salem, .Massachusetts 1 1.. 1. . ' {N OF Prepared by: +� ' Tetra Tech Rizzo ro" One Grant Street ave .. NM 4M3t Framingham, MA 01701 '. ML October 22, 2010 to�s`�V Tetra Tech Rizzo ---. - — --- - -.__ _._...... _._ _.. Table of Contents 1.0 Introduction and Study Area Description........................................................................... 1 2.0 Stormwater Management..................................................................................................3 2.1.1 Existing Drainage System .........................................................................3 2.1.2 Existing Watersheds..................................................................................4 2.1.3 Existing Runoff Calculations......................................................................6 ' 2.2 Proposed Conditions.............................................................................................7 2.2.1 Proposed Drainage System.......................................................................7 2.2.2 Proposed Watershed.................................................................................7 2.2.3 Proposed Runoff Calculations................................................................. 10 3.0 Stormwater Management Standards .............................................................................. 10 3.1 Standard # 1 — Untreated Stormwater................................................................. 10 3.2 Standard # 2 — Post-Development Peak Discharge Rates..................................11 ' 3.3 Standard # 3— Recharge to Groundwater........................................................... 11 3.4 Standard #4—TSS Removal (Stormwater Quality)............................................ 12 ' 3.4.1 Roadway Sweeping................................................................................. 12 3.4.2 Deep Sump, Hooded Catch Basins......................................................... 12 ' 3.4.3 Water Quality Structures ......................................................................... 12 3.4.4 Extended Dry Detention Basins with Sediment Forebays....................... 13 ' 3.5 Standard #5— Higher Pollutant Load ................................................................. 13 3.6 Standard # 6— Protection of Critical Areas ......................................................... 14 3.7 Standard # 7— Redevelopment Project............................................................... 14 ' 3.8 Standard # 8— Erosion /Sediment Control Plan................................................. 14 3.9 Standard # 9—Operation /Maintenance Plan .................................................... 14 ' 3.10 Standard # 10— Illicit Discharges........................................................................ 15 4.0 Drainage Collection System Design................................................................................ 15 ' 5.0 Conclusion ...................................................................................................................... 16 Tetra Tech Rizzo Appendix A to the Drainage Report , Proposed Lowe's Home Improvement Center, Meineke Expansion, City of Salem Water Storage r Tank, and Future Camp Lion Improvements List of Tables ' Table 1 Ground Cover—Total Study Area.........................................................................3 Table 2 Existing Conditions-Peak Stormwater Runoff Rates.............................................6 r Table 3 Proposed Conditions-Peak Stormwater Runoff Rates ........................................10 Table 4 Comparison of Peak Runoff Rates (in cfs)..........................................................11 1 List of Figures Figure 1 Site Location Map Figure 2 Aerial Photograph ' Figure 3 FEMA Map Figure 4 Existing Conditions Watershed Plan r Figure 5 Proposed Conditions Watershed Plan List of Appendices ' Appendix A NRCS Soils Map Appendix B Boring Logs ' Appendix C HydroCAD® Pre- and Post-Development Calculations & StormCAD® Hydraulic Analysis Appendix D Rip Rap Sizing Calculations , Appendix E Water Quality, Groundwater Recharge, TSS Removal Calculations Appendix F Stormwater Operations and Maintenance Plans r Appendix G Long-Term Pollution Prevention Plans 1 r r r r Tetra Tech Rizzo r ' Drainage Report Lowe's of Salem, Massachusetts ' 1.0 Introduction and Study Area Description ' This report summarizes the drainage analysis and Stormwater Management Plan for the proposed Lowe's Home Improvement Center , Camp Lion, and City of Salem Water Tank located on the west side of Highland Avenue, adjacent to the existing Meineke Car Care Center(the project area). Also included in the analysis are adjacent off-site areas (expanded analysis area), a majority of which is located within the City of Lynn. These areas have been included for the ' purpose of assessing the overall operation of the Lynn stormwater system before and after the project has been constructed. These areas will not be modified in the post development condition. ' The study area consists of 68.53±acres, including the project area and the expanded analysis area. The project area currently consists of 28.43± acres of mostly dense woods, but is also occupied by the existing Camp Lion, a portion of the existing Walmart parking area, and ' Meineke Car Care Center. The expanded analysis area consists of 40.1 Of acres of mostly residential development and large wooded areas. The project area is bounded to the southwest by residential development, to the northwest by a stone wall, to the northeast by the existing Walmart Store, and to the southeast by Highland Avenue. The expanded analysis area is bounded to the north by the project area, to the south and west by residential development, and to the east by a large wooded area. A Site Location Map is included in Figure 1. A new Walmart store, including a 152,192± square foot building and associated parking area, is ' also proposed as part of this project and will be drained through a separate stormwater management system. A separate drainage report for the Walmart development has been prepared by Bohler Engineering and is included as Appendix B with this document. The project area is located within or adjacent to the watershed of eight wetland systems. Wetland Area A is located on the east bank of an intermittent stream that flows north to south across the center portion of the project area. Wetland Area B is located on the west bank of said intermittent stream. Wetland Area C is an isolated pocket to the west of the intermittent stream and north of the existing Camp access drive. Wetland Area D is located to the north of the ' intermittent stream. Wetland areas A, B, C, and D all drain to the intermittent stream, which is partially culverted under the Camp access drive, and into Wetland Area E. Wetland Area E is located at the southern limits of the project area at the Lynn/Salem townline. Wetland Area G is ' located adjacent to the southwestern limits of the project area. Wetland Areas F and H are located beyond the northern limits of the project area and will not receive flow from the project area in the proposed condition. The wetland systems and their associated resource areas exist on ' the central and southern portions of the project area and are subject to jurisdiction under the Massachusetts Wetlands Protection Act (WPA) and the City of Salem Wetlands Protection Ordinance. Ultimately the project area and the expanded analysis area drain toward Floating ' Bridge Pond. The project area is comprised of developed and undeveloped land. The undeveloped portions of ' the project area consist of large wooded areas containing five of the eight wetland systems, an intermittent stream, uplands, and significant exposed ledge outcroppings. Developed areas include a portion of the existing parking lot that is currently in use and associated with the ' Tetra Tech Rizzo 1 tp at nein o �4�iE+dr�S WN w SiO4 te on r . v�20• .Jal 1 01 ON �� BcE1� IIA► :b•`��®?' �, ��f►,i,��,,,, , � � "fib �� tt . ��' ` f�gR� �yW ��•7' ` � ; A rrr r rr rrr •" q.� ,. e�y�y�i .� .... LoWM . ' adjacent Walmart, the Meineke Car Care Center currently in operation on the northeast portion of the project area, and the existing Camp Lion facilities. The Camp consists of two one-story ' office buildings, associated yards, and a pool. The expanded analysis area is comprised of developed and undeveloped land. The undeveloped ' portions of the expanded analysis area consist of large wooded areas. Developed portions include mostly residential development and a few commercial lots along Highland Avenue. An aerial photograph of the study area is included as Figure 2. ' The project area elevations vary from 117 feet to 200 feet. The project area slopes upward from southeast to northwest with the low point along Highland Avenue. Based on USGS topography and available existing conditions information, the expanded analysis area elevations vary from 95 feet to 160 feet. The expanded analysis area slopes upward from the south to the northwest and northeast with the low point at analysis point PAL NRCS soil mapping indicates that both ' the project area and expanded analysis area are primarily comprised of`B" soil types (See Appendix A for NRCS Soils Map). On October 29, 2008, a geotechnical investigation was completed for the proposed Lowe's parcel. The majority of the project area is comprised of ' exposed and shallow bedrock. Other areas of the project area are overlain by granular fill consisting of fine to coarse sand with some fines and gravel beneath the top soil and pavement. These layers were generally shallow, approximately 4-5 feet below ground surface, and underlain by bedrock (See Appendix B for boring logs). The extensive bedrock within the project area provides limited to no infiltration of stormwater. Although stormwater does permeate through the initial soil layer in areas where bedrock is not located at the surface, it is eventually intercepted by the underlying bedrock,preventing infiltration. The bedrock surfaces, both exposed and shallow, severely limit the project areas ability to infiltrate stormwater and make the implementation of stormwater infiltration features technically infeasible. Although a ' hydrologic soil group "D"classification could be applied to the soils within the project area; a hydrologic soil group "C"has been used in this analysis. Although the soils are not suitable for infiltration, limited infiltration may occur. The required recharge volume has been incorporated t into the design of the extended dry detention basins in the event that the naturally occurring soils allow for infiltration. (Refer to Appendix E, Water Quality, Ground Water Recharge, TSS Removal Calculations, and Contech Vortechs Sizing Calculations.) The study area is located predominantly within a"Zone C" as shown on the FEMA Flood Insurance Rate Map (FIRM) for Salem and Lynn, community Panel No. 250102 0004 B, ' community Panel No. 250102 0005 B, and community Panel No. 250102 0006 B. "Zone C" is defined as "Areas of minimal flooding". (Refer to Figure 3,FEMA map). The 100-year flood plain does not encroach on the study area. The proposed development program includes the construction of a 153,900 square foot home improvement center which includes a 121,859 square foot enclosed building and a 32,041 square foot attached garden center. The development will also include associated parking, landscaping and stormwater management facilities, which will treat stormwater and control peak runoff rates. ' The project area development plan also includes a future development parcel for Camp Lion. The existing camp buildings and pavement associated with the camp driveway and parking areas located on the western portion of the study area will be removed. The future improvements to be ' Tetra Tech Rizzo 2 1 l <� oa cYNN m v II m r c 11 i M \ II FIRM \ I A�\ f roausuw uH w CrTY OF oe \\ ) 1 SALEM, M CIT4 ` O �_ / ASSACHUSETTS h LYNN, E86EE COON" ,.� MASSACHUSETTS eeBEE wumrr rrww e.WELBOF IO `•� N O �:.. ao¢sarun FEAR mZ }U; w :: eaae m.0a7. uwsrs.iw .... b . II ' ®TETRATECH RIZZO Lowe's Home Centers, Inc Salem, Massachusetts FEMA Mapping Figure 'T•.y- 1<y a ♦ ,, i ' s a ..�.el�.. y 0� 4�Ir. t + � " ` *,;° ¢� C. PEABODY 4 r.. •. yt ?` t 11• Sr.tl� j tb.' ! s - �Lr �I .ji y � y, ;® � 7 �,� �. `♦ t:-Rar 4. •'r a.�`. v}�!� � •.�� :.1.w k ' -rv+ ,� r � t • . .Jit yy�+'' • X44` ' AIN, O, b -.'G a%'• f+ �" s ,�""Y .. Y : ,.! his a A.k ?' !{ t • t a ewerIN i. ,,� • }a� �, 1. t1 A� s . n vy; y '�,y e{.xe"w jy '!.. �. 1 Y t�P-. f Irk,°` gip. • f � ,�.r;1W.�`. � 'o�• ;�• ff t •.` • • • - • • . r,, . . s'k"'.e' . ;� ( �*.:. 'y-.... .j T • �'�4; .f � t!•'.�d '�• ,< • `ti�M`•�• e r�..' '�: ,y .i V � r ,�a �. �°"� "�y .,� r ,�i.f it• ��`�',f•C �'�+' `d _� ♦:f .a e�'.''L� ��'1:`r►y„iIi•:i•�� f I, • i�". l Y'�^.�� - .. .. { �i .M-� • na,` 1 i r ,J. ' .4 � fF '`<';r.`3 'g'a �'`:♦'�� r `� �'rr ate{ a •r a•C '`1 �a•`,y�,� 'y ♦° { �� ' ' 1 r �rr `�..� � i � ~•` :a yrr,•� �? f� ai” � p 7 w' we � 'Fer � w' f >l .r � r ( � •e �• �. ; l `'J •� `f �+ 1�A�\`ref Ir. 6 ®' 'y. �J Q, f. a s 9� vs s � x f ' -�?�` �•'" N .l.wt :. V• � i _\t �a°aiPr•0 r C.. <` ... .7 r .i r d•4 y �. Yi• . i ,.", fi` r,riY>'}y '�� ! !•, ,:' - _ t OL ?�10A t r- r tr'V,/�+t{.E"45.��lSL •*Q '.;[ . I��77 �' ..a. i.". �'' . :0� a a� rrK '!;.'C..`. . ''� e �� ,'• •:•i!•.?'t. ' ,�..�.- r °jL i e ' ••' °� y" k'.v" • • J • `•, .fr s...: "H x _ 6 � ` t:�,�, , .�.1 Trlt'si SALEM ti w • ✓ 1�i j�¢ E`y �• '`®-��1�t:,J f +a' ; :.f' K6'�X81 i �'�� A� - °)y,'f ; ��.,r t. r r ° �` ,` L�( � • t3 ` !Y '" s�' �t �. ' .•�� r'}t(�'", '•`q Y e f' ♦ d�' 6��'� "fir- ( '♦ r t .1P ♦+' � • ..o �}' .t _1 y A t .�; 1. _ e `, Y - :" i .J� • �'sA�aa' '�� t ♦ iT�l :4[n► . _ Baa , I �..� � 4 � •,.'fig. =�s .h,� e�___ ♦ fc -� a� S 4i:!zR^ r ®,high�a ♦ [cR' � / Ft4 ° rk " 2' a [ � a .azo� ,. to P a:'� • dq�" y� a- �x�`Qi � l �.� - �• C r .� t [i°.5 d - » •✓1 1♦fa I ♦ `��1,L�j 0 "_' �tC t • tel ti, • -kms -.gam yj gk ♦ �!:Q� - r ; • •a x y. .myy ., Yf i. ... _ f .t° '. t 'Sy'-qon.. r .Fi iF v ) �'� 1�' ..' �� a: `F �r '. � _p �Y � , ) M vf(rCC •o.,v ��,' _ .,01 y ,:- �,: .�� . . • . F . a �. . ' 1M`. *f, w A'9r' . 64C�� 4d:i s C �.., A�w •` Je'�a � . r �Q ?yh'4. >rV�bt.s L+ ,s�3'-�' .a � ••� '',.• "'.- -.r7 - 9t'3 'r a .�R • 6 4t :';-fir♦ 4 f t.c• Yrrr �.( sLi ,aq." ,•ar Ae. iy 1 . �n Ayq i, ♦ c .t_.'�`oo �j��a Pte. • t bw.,• .. ' � '` l.prf'iY14il � � att•,-,a ' Y ��-�y�. �M .. <..�. '.�+_ t r �zw �> � � � OV ' i'� f� •.a. ' '� 4�-.f.'. �♦� - ! [o:xw i = c � , 1•] q.•! A_t`c � `: .'h ,..'yr, t� r y<\. �x '� ♦�O �°)�i1 4a �f�6�[}! ►' ` .�};-_ • � � .�~ - 't� .r �!f �..' :/' + - . r �, f � r,.r Lt ty� �, iy �' �,. a Y ''O �♦♦�� ° f • 1 p{ Oil R e♦ '>- a ♦• ♦ t< `rte rr/.-1 „�_ ... .�tr. �'. .n .. ¢ _ n ![�♦ g a. � . LYNN r` j w ��' " � , �°� *. v _ e • _ w s �� . r �,� !�� O !A .rT yl.. 3•• t i � �Yt � 'v �•�. ta. 'S.r � � p�P. t �'-�aC{1"�.+i' -�• 4 Itf ..i�- t`! `• °w s I ' I ^� -� :'• • �[. r �, �r' ` 1 ' ♦ 2 Y �a i Nom` �Y ♦ • r r. Kt♦S °P7 tz! ♦ �. � 9•. k � \;♦ '� � .;� v� ♦, ♦ F �y?' it yt `, ts� z_` .<. S.a. I - �. r R ♦ •Z"' •� r� �r �� ✓..°a o� '.s. *�.}_ai��+�` r°[/'+:yt##ftp ft t a `}, " " r."'. ♦ r 'r _ * - :'S- ice" r ♦ ; BS`�Y..'" 1'SPO. '�'74 Ak :'4x. • ;�jtti te} �A �aa a A f, {{ !? -Rt.'Fi�. •. t �.. :a. - �': h. � '" - v.• ♦ }i A�i• ate'`;, � ,�' `'i •� + i 't SWAMPSCOTT ,� y ;�• "' •• Sea •��* 'k.' �i��z/I� � J e l r ,i;\ !Y . •�1 LOWE•S• ' Drainage Report Lowe's of Salem, Massachusetts ' constructed by Camp Lion will include a 9,900± sf building, approximately 50 parking spaces, a ' pool area, and a recreation field. Lowe's will be responsible for preparing a graded, stabilized area in support of the future building, parking area and recreation field. For the purposes of analyzing peak runoff flows, it has been assumed that the future Camp development parcel ' (outside of the Lowe's property boundary) will be seeded and stabilized until construction commences on the future Camp improvements. ' Table 1 summarizes the ground cover distribution for the analysis area(68.53 acre) for existing and proposed conditions. There is a 441,385 square foot(10.13 acre) increase in impervious (pavement/roof) area associated with the site improvements ' Table 1 Ground Cover—Total Study Area (Project and Expanded Analysis Area) Existing Proposed ' Project Area (Ac) (Ac) Pavement/Roof 1.55 11.68 Water Surface 2.88 2.78 ' Impervious Subtotal 4.43 14.46 Grass/Brush/DirUGravel 2.75 7.40 Woods 29.55 14.87 ' Pervious Subtotal 32.30 22.27 Residential 30.01 30.01 Urban Commercial 1.79 1.79 ' Study Area Total 68.53 68.53 ' 2.0 Stormwater Management The sections that follow describe Stormwater Management within the study area under existing and proposed conditions. The descriptions of catchment area size, slope, groundcover, and other hydrologic parameters are used in the pre and post development runoff analysis. ' 2.1.1 Existing Drainage System Under existing conditions, most of the undeveloped project area discharges into wetland systems within or adjacent to the project area or flows overland onto paved surfaces along Highland Avenue and into the closed drainage system. A small portion flows to the northern limits of the ' project area to offsite wetland systems. The portion of the existing Walmart parking lot that is within the project area is drained through catch basins and storm drains which discharge into a 30" culvert approximately 175 feet long extending from the southeast limit of the project area. ' For a detailed analysis of the existing Walmart a separate drainage report has been prepared by Bohler Engineering and is included with this document. ' There is both overland flow and flow through a closed drainage system within the expanded analysis area. All developed and undeveloped land within the expanded analysis area will ultimately converge a manhole at the intersection of Coolidge Road and Brookside Drive. ' Tetra Tech Rizzo 3 1 2.1.2 Existing Watersheds , Under existing conditions, the study area is divided into fourteen(14) Subcatchments for hydrologic analysis; Subcatchments I through I IE (refer to Figure 4,Existing Conditions Watershed Plan-Entire Site). Existing Subcatchment I consists of a small portion of the proposed Lowe's Site with part of an ' existing Camp office building, associated paved parking lots, and access drive. It consists primarily of undeveloped wooded land. The majority of the run-off is overland flow that discharges into the closed drainage system in Highland Avenue through a catch basin south of ' the Camp Lion access road (Reach 3R). From there the run-off travels through a closed drainage system from Highland Avenue to Coolidge Road (Reach 4R) and ultimately to a manhole at the intersection of Coolidge Road and Brookside Drive, point of analysis 1 (Reach PAI). ' Subcatchment 2E is further broken into four(4) additional subcatchments 2aE, 2bE, 2cE, and 2dE: ' Existing Subcatchment 2aE consists of a portion of the proposed Lowe's Site that is currently gravel driveways associated with the existing Camp Lion. It consists primarily of undeveloped , wooded land. All of the run-off is overland flow and discharges toward Wetland Area E (Reach 2W) at the southern limits of the project area. The outflow from the wetland travels overland through a small rocky channel (Reach 2R) and into a catch basin located at the perimeter of ' Highland Avenue, south of the Camp Lion access road(Reach 3R). From there the run-off travels through a closed drainage system from Highland Avenue to Coolidge Road (Reach 4R) and ultimately to a manhole at the intersection of Coolidge Road and Brookside Drive, point of ' analysis 1 (Reach PAI). Existing Subcatchment 2bE consists of a portion of the proposed Lowe's Site that is currently , existing Camp buildings and associated paved parking lots. It consists primarily of undeveloped wooded land. The majority of the run-off is overland flow. An intermittent stream conveys runoff from this drainage area toward Wetland Area E (Reach 2W) at the southern limits of the ' project area. The outflow from the wetland travels overland through a small rocky channel (Reach 2R) and into a catch basin located at the perimeter of Highland Avenue, south of the Camp Lion access road (Reach 3R). From there the run-off travels through a closed drainage ' system from Highland Avenue to Coolidge Road (Reach 4R) and ultimately to a manhole at the intersection of Coolidge Road and Brookside Drive, point of analysis 1 (Reach PAI). Existing Subcatchment 2cE consists of a portion of the proposed Lowe's Site that is currently undeveloped wooded land. The run-off is overland flow. An intermittent stream conveys runoff from this drainage area toward Wetland Area E (Reach 2W) at the southern limits of the project , area. The outflow from the wetland travels overland through a small rocky channel (Reach 2R) and into a catch basin located at the perimeter of Highland Avenue, south of the Camp Lion access road (Reach 3R). From there the run-off travels through a closed drainage system from , Highland Avenue to Coolidge Road (Reach 4R) and ultimately to a manhole at the intersection of Coolidge Road and Brookside Drive,point of analysis I (Reach PAI). Tetra Tech Rizzo , 4 3 1Y G li J �1. 4 �• - '4 .�� 4e .r3�a'� r _ r j .v ,Jl �' ' T l�'• } • ^� J 1 T G \i • - f 1 Itim - •1 T ` �„+ a�' T •� /� rtwm - r M I m _+ .�. v. �, "` �- I ,fir n,r r � � /. w pY�` 1• 7_.n. r t a _ � ,f 3 •� \ y I \ L' ,� . � r ' -r.-�+',e . .� � ',, �az^� 1-,'"moi• rtd ,'•»'T,�' `'` \� � r'� ,.+ T ��. � `_ - s N� _•� I i"�1� rr��\i I'/� \ 'ai i� n5f' ��_`al!T. ��'v\j��'i /'� UGU. W��_#��\��\\ !�� rIK7 • ia.. � . � 1 - _ IrmG SAA` r�f.=Jf. '.d __ -��.: v� _ Ire�;_aA - �.:A.`oA�A��A��e r.` n `.•:J'=A__�`v p �. � i• r IAvw j��i .�A�I"wvly vvvv IO v�"�� t � � a� '�I� / m'�\ , .,4•� �49' \1-Tt-� ` 1 • - q� •. 1.. � Y � �. �� d \ xR ti '�-'ak�"1 • , • .e . -t. I„ �, I ,aR` � s,. � ,,5.+,��_, � � � I ,j i �I I ; ; v�vv v`v j11i'�Iaa a`v`::: • � r.,v oFR \— .G � 1 �1� t�� ` I� I/Ir r . / , iII Ilei vAv�.A:= la 1 r G ! n ..A - frb` c �7 A A l�•L. �� .r , �I IIv � �•"t— 1 -�! ant 11214 1v f .Ir I e....../ ?; •.r+! r tom. � :fit ..r .� �• � \ 4 \V� \\`_ �`v__� � 5 1 �- � - `• J.. .. ..} i' � s � � I \\\� tea. ��(= � ,v `= 1G}_ r' I � i �S '� cR / r� - V .1 ~ �'• , " 'SII � "t i�.�\'J� �c`�'�.�\ £� �M.43•._ 1'� � I I _ 2 +I l 1, r fir' t'r � � r •,� L ) �I.. I'=., 5 , `, �:�I � ` �`,. � ; l/ r �t a r + . ,, r� d '+ ✓ �` � ' r'.a //F�x f L�• �„ ' I / `TL _ i I G Ing! 1 g d XH ' Drainage Report Lowe's of Salem, Massachusetts ' Existing Subcatchment ME consists of a portion of the proposed Lowe's Site that is currently t undeveloped wooded land. The run-off is overland flow. An intermittent stream conveys runoff from this drainage area toward Wetland Area E (Reach 2W) at the southern limits of the project area. The outflow from the wetland travels overland through a small rocky channel (Reach 2R) ' and into a catch basin located at the perimeter of Highland Avenue, south of the Camp Lion access road (Reach 3R). From there the run-off travels through a closed drainage system from Highland Avenue to Coolidge Road (Reach 4R) and ultimately to a manhole at the intersection ' of Coolidge Road and Brookside Drive, point of analysis 1 (Reach PAI). Existing Subcatchment 3E consists of mostly of dense woods. The run-off is overland flow and ' discharges into Wetland Area D (Reach 1 W) at the southwest limit of this subcatchment. Wetland Area D discharges into an intermittent stream which runs through Subcatchment 2bE, Subcatchment 2cE, and Subcatchment 2dE. It discharges toward Wetland Area E (Reach 2W) at t the southern limits of the project area. The outflow from the wetland travels overland through a small rocky channel (Reach 2R) and into a catch basin located at the perimeter of Highland Avenue, south of the Camp Lion access road(Reach 3R). From there the run-off travels through ' a closed drainage system from Highland Avenue to Coolidge Road (Reach 4R) and ultimately to a manhole at the intersection of Coolidge Road and Brookside Drive, point of analysis 1 (Reach PA 1). ' Existing Subcatchment 4E, which is part of the expanded analysis area, consists mostly of dense woods and partially developed residential lots. The run-off is overland flow and discharges ' toward Wetland Area E (Reach 2W) at the southern limits of the project area. The outflow from the wetland travels overland through a small rocky channel (Reach 2R) and into a catch basin located at the perimeter of Highland Avenue, south of the Camp Lion access road (Reach 3R). It then travels through a closed drainage system from Highland Avenue to Coolidge Road (Reach 4R) and ultimately to a manhole at the intersection of Coolidge Road and Brookside Drive,point of analysis 1 (Reach PA1). Existing Subcatchment 5E, which is part of the expanded analysis area, consists entirely of residential development. Run-off from this catchement is collected in catchbasins along Grapevine Road, Applehill Lane, and Belleaire Avenue. From there the run-off travels through a closed drainage system and ultimately to a manhole at the intersection of Coolidge Road and Brookside Drive, point of analysis 1 (Reach PAI). Existing Subcatchment 6E, which is part of the expanded analysis area, consists of residential and commercial development, and wooded areas. The run-off is overland flow until it is ' collected in catchbasins along Highland Avenue. From there the run-off travels through the closed drainage system from Highland Avenue to Coolidge Road (Reach 4R) and ultimately to a manhole at the intersection of Coolidge Road and Brookside Drive,point of analysis 1 (Reach ' PAI). Existing Subcatchment 7E, which is part of the expanded analysis area, consists of residential ' development and wooded areas. The run-off is collected in catchbasins along Highland Avenue, Western Avenue, Coolidge Road, and Brookside Drive. From there the run-off travels through Tetra Tech Rizzo 5 t the closed drainage system and ultimately to a manhole at the intersection of Coolidge Road and , Brookside Drive, point of analysis 1 (Reach PAI). Existing Subcatchment 8E consists of the area that will be the future Camp Lion improvements, ' and is currently occupied by an existing radio tower facility, gravel driveways associated with the existing camp facility, and undeveloped wooded land. The run-off is overland flow and ' discharges toward Wetland Area G, point of analysis 2 (Reach PA2) at the western limits of the study area. Existing Subcatchment 9E consists of the area that will contain a portion of the future Lowe's , site, existing Meineke building, and associated paved parking lot, and a small portion of the existing Walmart parking lot. In the existing condition, it consists primarily of undeveloped , wooded land. The majority of the run-off is overland flow collected by a closed drainage system either in the Meineke Car Care Center parking lot, Walmart Parking Lot, or in Highland Avenue. Ultimately,the closed drainage system discharges into a 30" RCP pipe on the east side of ' Highland Avenue, point of analysis 3 (Reach PA3). Existing Subcatchment l0E consists of woods and discharges to the northern limits of the study , area, point of analysis 4 (Reach PA4). Existing Subcatchment I IE consists of woods and discharges to the northern limits of the study , area, point of analysis 5 (Reach PA5). 2.1.3 Existing Runoff Calculations , In order to determine the peak rate of discharge for existing conditions, runoff hydrographs were generated for the storm events using the SCS TR-20 Method (refer to Appendix C, HydroCAD® ' Pre- and Post-Development Calculations &StormCAD®Hydraulic Analysis of this report). Under the existing condition, runoff hydrographs were routed through the existing storm water management facilities. The existing storm water discharge rates are shown in Table 2. Table 2 Existing Conditions-Peak Stormwater Runoff Rates 2-Year Storm 10-Year Storm 25-Year Storm 50-Year Storm 100-Year Storm ' Point of Analysis (3.2 inches) (4.6 inches) (5.5 inches) (5.5 inches) (6.6 inches) (cfs) (cfs) (cfs) (cfs) (cfs) ' PA1 (CoolidgeRd @ 36.40 65.09 86.67 99.64 114.75 Brookside Rd PA2 4.16 8.09 10.79 12.32 14.16 Wetland Area G PA3 (Culvert Across 6.26 11.34 14.74 16.64 18.94 ' Hi hland Ave PA4 (Northern Limits of 0.04 0.08 0.10 0.12 0.14 Stud Area ' PA5 (Northern Limits of 0.06 0.11 0.15 0.17 0.20 Study Area Tetra Tech Rizzo ' 6 I ' Drainage Report Lowe's of Salem, Massachusetts Proposed Conditions 2.1.4 Proposed Drainage System ' The proposed stormwater management system incorporates the following features to address the rate, quantity, and quality of stormwater runoff from the study area: • Source Control is a comprehensive source control program which includes regular pavement sweeping, catch basin cleaning and enclosure and maintenance of all ' dumpsters, compactors and loading areas. ■ Deep Sump, Hooded Catch Basins trap debris, sediments and floating contaminants ' before the stormwater is conveyed to the closed piping network. ■ Water Quality Structures remove suspended particles (TSS) from the runoff. • Extended Dry Detention Basins with sediment forebays remove suspended particles (TSS) from the runoff and attenuate peak discharge rates. ' Runoff from paved impervious areas within the Lowe's, Camp, and City of Salem parcels will be treated prior to discharging into the Highland Ave closed drainage system or off-site wetlands. A separate drainage report for the Walmart development has been prepared by Bohler tEngineering and is included as Appendix B with this document. ' 2.1.5 Proposed Watershed Under proposed conditions, the study area is divided into fifteen(15) Subcatchments for ' hydrologic analysis; Subcatchments IP through 9P (refer to Figure 5, Proposed Conditions Watershed Plan). Subcatchments IOP and I IP do not contribute any runoff in the proposed condition to points of analysis PA4 and PAS. Below are descriptions of each subcatchment: ' Proposed Subcatchment 1P is comprised of a proposed 2:1 grassed slope and a wooded area to the west of Highland Avenue. Stormwater runoff will continue to drain directly toward ' Highland Avenue, and will be collected by the existing closed drainage system. It then drains to the manhole at the intersection of Coolidge Road and Brookside Drive, point of analysis 1 (Reach PAI). tProposed Subcatchment 2P is further broken into three (4) additional subcatchments 2aP, 2bP, 2cP, and 2dP: ' Proposed Subcatchment 2aP is comprised of the relocated intermittent stream, bordering vegetated wetlands, and a small wooded area. The existing intermittent stream is relocated ' within this catchment area and will continue to discharge toward Wetland Area E (Reach 2W) at the southern limits of the project area. Outflow from the wetland will continue to drain overland into a closed drainage system through a catchbasin at the perimeter of Highland Avenue, and ' Tetra Tech Rizzo 7 1W iFF [ �� a .Il G[ . 4�� .• ,�"! '4�` L{ I k. "d, YV S- NA 1 7 •� Y� r� �% t , ti, 4111n1 _ a oil p '.1Q '} G � ' v xY • t _� Y • q �. ix r• lkr I .��j -� _ e a 1 A e I r _ SIF IMP , • 7 r ��y p� I - 1 '�.I � Win`, i � � fi?_ 1 � ¢ I` �� a„\ / / I^ I •e1,A� ,,Vit) V — , � OSml Ic a i M1 ,I L �i I` •� _ M1 1 ''T.� e . I ,,, � _ ,- -1 7 r'�l�p�'�I I �r� \li p �Ne �`,�d�de'oe��1\�iQ e�q I � _ b1' fr` ' / y_ °e �:C�{� G°�•� l[��n\)1 � ,\ ,e 1e e, 1 e\e\pe ( r v V.- •= Ie a e `e� Ieee e2�`:``ee 7[� '�� a _ I `ter •ial e \IQ 1 '\\'/�� I„ ��ii h\O��e�2\�a0ne\eC��eeP\ ♦ ``.��: � ♦ [ i F 1` �� ”( \ r '-C i / I ,e e,e e �Ih hh 4e eee u _ All 1 1 � e llee e �• �1 Te,fY',! �4 I �' is 1. la � 1 , � 7zz i a ,) • I ��' � � w � �L e�llell .>.e j, y5� ��/ � � 1, i 1/ viii/i lie y JMM NO P 1'�,r•• �l � I i &'I'I,_ � FL-, v - r Cc��-s J� `l_ �\ �i r r / eiir�/ i i f I rill/ii Y,p � �i :{�` 1 .�I- I-I I oU�`_ • i re � -�- �T�?].'io'�C I= Y�I \ r��/: / % \ e�„`l ii; 4 . L;e• fl :ni t I�(11'N- r_y-`i ;, r I ;... _� I/ e [ I, il'I ,i%.-.- i \ ::\e\I� A' T "c` I� }• r v t �- � _� Dlee `(`�T71t r �: �i ' �:a�` _= ___ I + ' �— � I .'. _} ♦ ± ti �-/'_\ I ,' �.\, Nl � � 'w. � �, i \`��i'� � tic "�fC�.� ^.a'`s•,l `' It1 _� �:a�. r ��l�` ee�rma�\ ee \ a . � a 1 Y• _ M� �� "i. � eT 1 ..\ v i {{yy Ii si i 1 ♦ �.}t 1; o-lll,iI ee � `U'1,11e �e ��:` A e�,,� � I I 4� ' � i Y. . �♦ Y r /\4�'�I�eeA `yT� I �_ _ _ V A 1` a_ .1 `1 1 [. •iy+y;;y4/ .•- ♦ � �, '� ,i'! `Jing 1.\ � `. � 1 .� �-,�� i ; 1 .C , tee-J I e ❑ I r Erle ✓': .,....t®.f., �...i..'.^3.+-^a'r f a tultimately through the manhole at the intersection of Coolidge Road and Brookside Drive, point of analysis 1 (Reach PAI). For the purposes of this analysis, it is assumed that the disturbed ' areas of the future Camp development outside of the proposed Lowe's property within this catchment area will be rough graded, stabilized, and seeded. ' Proposed Subcatchment 2bP is comprised of the rooftop of the proposed Lowe's building. Stormwater runoff from this area is collected and conveyed through roof leaders and storm drainage pipes prior to discharging to the proposed extended dry detention basin. It is then discharged through an outlet control structure and released toward Wetland Area E (Reach 2W) at the southern limits of the project area. Outflow from the wetland will continue to drain overland into a closed drainage system through a catchbasin at the perimeter of Highland Avenue ' and ultimately through the manhole at the intersection of Coolidge Road and Brookside Drive, point of analysis I (Reach PAI). ' Proposed Subcatchment 2cP is comprised of the paved parking lot at the front of Lowe's building, the Water Tank access drive, landscape areas, the rear and side Lowe's service drives, a portion of the main access drive, and a portion of the Camp access drive. Stormwater runoff from this area is collected and conveyed through deep sump, hooded catch basins, storm drainage pipes, a water quality structure, a sediment forebay, and then to an extended dry detention basin. It is then discharged through an outlet control structure and released toward ' Wetland Area E (Reach 2W) at the southern limits of the project area. Outflow from the wetland will continue to drain overland into a closed drainage system through a catchbasin at the perimeter of Highland Avenue and ultimately through the manhole at the intersection of ' Coolidge Road and Brookside Drive,point of analysis 1 (Reach PAI). Proposed Subcatchment 2dP is comprised of a wooded area to the south of the proposed Lowe's ' stormwater detention basin and proposed relocated intermittent stream. Stormwater run-off will continue to be overland flow and discharge toward Wetland Area E (Reach 2W) at the southern limits of the project area. Outflow from the wetland will continue to drain overland into a closed drainage system through a catchbasin at the perimeter of Highland Avenue and ultimately through the manhole at the intersection of Coolidge Road and Brookside Drive, point of analysis 1 (Reach PA 1). ' Proposed Subcatchment 3P consists mostly of dense woods. The run-off is overland flow and discharges toward Wetland Area D (Reach I W) at the southwest limit of this subcatchment. The wetland discharges into the proposed relocated intermittent stream which runs through Subcatchment 2aP. The proposed relocated intermittent stream discharges toward Wetland Area E (Reach 2W) at the southern limits of the project area. Outflow from the wetland will continue ' to drain overland into a closed drainage system through a catchbasin at the perimeter of Highland Avenue and ultimately through the manhole at the intersection of Coolidge Road and Brookside Drive,point of analysis 1 (Reach PAI). Proposed Subcatchment 4P is unchanged from the existing condition. Proposed Subcatchment 5P is unchanged from the existing condition. Proposed Subcatchment 6P is unchanged from the existing condition. Tetra Tech Rizzo 8 1 Drainage Report ' Lowe's of Salem, Massachusetts Proposed Subcatchment 7P is unchanged from the existing condition. Subcatchment 8P is further broken into four(4) additional subcatchments 8aP, 8bP, 8cP, and , 8dP: Subcatchment 8aP is comprised of the rooftop of the proposed 9,900± sf future Camp building ' within the future Camp development. Stormwater runoff will be collected and directed to an extended dry detention basin. It is then discharged through an outlet control structure and ' released toward Wetland Area G, point of analysis 2 (Reach PA2) at the western limits of the study area. Subcatchment 8bP is comprised of a large portion of the future Camp development parcel. Most ' of the stormwater will be collected and drain to an extended dry detention basin with a sediment forebay. A small portion of the catchment area is the parking lot associated with future Camp , improvements. In the future condition stormwater runoff from this area will be collected and conveyed to a sediment forebay and extended dry detention basin. It is then discharged through an outlet control structure and released toward Wetland Area G (Reach PA2) at the western ' limits of the study area. Although the Camp stormwater collection system will be designed at a future date, the sediment forebay and extended dry detention basin have been designed to adequately attenuate anticipated peak flow rates. ' Proposed Subcatchment 8cP is comprised of a proposed grassed slope and a wooded area to the west of the future Camp Lion athletic field. Stormwater runoff will continue to drain toward ' Wetland Area G,point of analysis 2 (Reach PA2) at the western limits of the study area. Proposed Subcatchment 8dP is comprised of a proposed grassed slope and a portion of the , proposed Camp Lion extended dry detention basin. Run-off will be collected in the extended dry detention basin and then discharge through an outlet control structure and toward Wetland Area G, point of analysis 2 (Reach PA2) at the western limits of the study area. ' Proposed Subcatchment 9P is comprised of a large portion of the main project access drive, the Meineke parcel, and a portion of Highland Avenue. Most of the stormwater runoff from this area , is collected and conveyed through deep sump, hooded catch basins, storm drainage pipes and water quality structures, and released into the existing 30" culvert under Highland Avenue, point of analysis 3 (Reach PA3). ' Tetra Tech Rizzo 9 2.1.6 Proposed Runoff Calculations 1 The proposed stormwater discharge rates are shown in Table 3 (refer to Appendix C, HydroCAe Pre- and Post-Development Calculations & StormCAe Hydraulic Analysis). Table 3 Proposed Conditions-Peak Stormwater Runoff Rates 2-Year Storm 10-Year Storm 25-Year Storm 50-Year Storm 100-Year Storm Point of Analysis (3.2 inches) (4.6 inches) (5.5 inches) (5.5 inches) (6.6 inches) ' (cfs) (cfs) (cfs) (cfs) (cfs) PA1 ' (Coolidge Rd @ 35.20 62.56 81.24 92.89 108.93 Brookside Rd PA2 Wetland Area G 2.61 6.45 8.25 9.10 10.01 ' PA3 (Culvert Across 5.23 8.64 10.84 12.06 13.52 Highland Ave PA4 ' (Northern Limits of 0.00 0.00 0.00 0.00 0.00 Stud Area PA5 (Northern Limits of 0.00 0.00 0.00 0.00 0.00 ' Study Area ' 3.0 Stormwater Management Standards The purpose of the Stormwater Management Plan is to provide a comprehensive framework for ' the long-term protection of natural resources in and around the project area from degradation as a result of stormwater discharges. This is achieved through the use of a variety of water quality and quantity control measures designed to decrease the amount of pollutants discharged from the ' project area and control discharge rates. The proposed stormwater management system complies with the current Massachusetts ' Department of Environmental Protection(DEP) Stormwater Management Standards. The following section discusses compliance with Standards 1 through 10. The Checklist for Stormwater Report is enclosed. The project as designed will meet or exceed all of the ten (10) ' standards. 3.1 Standard # 1 - Untreated Stormwater No point discharges of untreated stormwater to resource areas are proposed. Stormwater quality control for the project includes street sweeping, deep sump, hooded catch basins, water quality ' structures, and extended dry detention basins with sediment forebays. Runoff from proposed paved impervious surfaces is directed to the sediment forebays and extended dry detentions basin to the south of the Lowe's building and future Camp improvements. The clean runoff from the ' Lowe's and Camp rooftops are routed directly to the extended dry detention basins. All points of discharge are designed to prevent scour and erosion. At reach 3R and point of analysis PA3 the proposed closed drainage system outlets into the existing closed drainage system with a 1 Tetra Tech Rizzo t 10 Drainage Report Lowe's of Salem, Massachusetts reduction in flow rate. At discharge points PA4 and PA5 there is no proposed runoff ' contribution. Discharge points 2D and IRf will utilize rip rap aprons to dissipate the discharge , velocities. Rip Rap Sizing Calculations are included in Appendix D. 3.2 Standard # 2 - Post-Development Peak Discharge Rates ' DEP standards state that controls must be developed for the 2-year and 10-year, 24-hour storm events. The 100-year, 24-hour storm event must also be evaluated in order to demonstrate that the ' proposed project will not increase impacts off-site. Stormwater management controls were developed for the 2-, 10-, 25-, 50- and 100-year 24-hour ' storm events. Table 4 summarizes the pre- and post-development peak runoff discharge rates determined in the hydrologic/hydraulic analyses performed for the project area. There will be no increase in peak run-off discharge rates as a result of the project for the 2-, 10-, 25-, 50-, or 100- , year storms. Table 4 Comparison of Peak Runoff Rates (in cfs) Point of 2-Year Storm 10-Year Storm 25-Year Storm 60-Year Storm 100-Year Storm Analysis Pre Post A Pre Post a Pre Post A Pre Past A Pre Post A PA1 (Coolidge 36.40 35.20 -1.20 65.09 62.56 -2.53 86.67 81.24 -5.43 99.64 92.89 .6.75 114.75 108.93 -5.82 t Rd @ Brookside Rd) PA2 ,(Welland 4.16 2.61 -1.55 8.09 6.45 -1.64 10.79 8.25 -2.54 12.32 9.10 -3.22 14.16 10.01 4.15 Area G) PA3 ' (Culvert Across 6.26 5.23 -1.03 11.34 8.64 -2.70 14.74 10.64 -3.90 16.64 12.06 -4.58 18.94 13.52 -5.42 Highland Ave) PA4 ' (Northern Limits of 0.04 0.00 -0.04 0.08 0.00 -0.08 0.10 0.00 -0.10 0.12 0.00 -0.12 0.14 0.00 .0.14 Study Area) ' Area PA5 (Northern Limits of 0.06 0.00 -0.06 0.11 0.00 -0.11 0.15 0.00 -0.15 0.17 0.00 -0.17 0.20 0.00 -0.20 Study , Area 3.3 Standard # 3 - Recharge to Groundwater ' NRCS soil mapping indicates that the project area is primarily comprised of"B" soil types (See Appendix A for NRCS Soils Map). On October 29, 2008, a preliminary geotechnical investigation was completed for the proposed Lowe's parcel. The majority of the project area is ' comprised of exposed and shallow bedrock. Other areas of the project area are overlain by granular fill consisting of fine to coarse sand with some fines and gravel beneath the top soil and Tetra Tech Rizzo 11 �I pavement. These layers were generally shallow, approximately 4-5 feet below ground surface, and underlain by bedrock. The extensive bedrock within the project area provides limited to no infiltration of stormwater. Although stormwater does permeate through the initial soil layer in areas where bedrock is not located at the surface, it is eventually intercepted by the underlying bedrock, preventing infiltration. The bedrock surfaces, both exposed and shallow, severely limit the project areas ability to infiltrate stormwater and make the implementation of stormwater infiltration features technically infeasible. Although a hydrologic soil group "D"classification could be applied to the soils within the project area; a hydrologic soil group "C" has been used in ' this analysis. Although the soils are not suitable for infiltration, limited infiltration may occur. The required recharge volume has been incorporated into the design of the extended dry detention basins in the event that the naturally occurring soils allow for infiltration. (Refer to ' Appendix E, Water Quality, Ground Water Recharge, TSS Removal Calculations, and Contech Vortechs Sizing Calculations). The recharge volume is provided below the low level orifice. ' 3.4 Standard # 4— TSS Removal (Stormwater Quality) Best Management Practices (BMPs) will be used to provide water quality. The following BMPs ' will be provided with in the project area: roadway sweeping, deep sump, hooded catch basins, water quality structures, sediment forebays, and extended dry detention basins. ' 3.4.1 Roadway Sweeping The proposed design incorporates street sweeping as a BMP to control the amount ' of sediment that enters the drainage system. Street sweeping will be conducted once per month during the late spring, summer and early fall seasons and once in mid-February. The catch basins shall also be cleaned in mid-February. Street ' sweeping will occur after winter snowmelt when road sand and other sediments have accumulated. In accordance with the MADEP Standards a 10 percent TSS removal rate is credited for this BMP. 3.4.2 Deep Sump, Hooded Catch Basins. ' All proposed catch basins within the project area will be deep sump, hooded catch basins, which will serve to trap sediment and floatables before entering the drainage system. Sumps will be four-foot deep. Inlets should be inspected and, if ' necessary, cleaned a minimum of two (2) times per year(including mid- February). Sediments and hydrocarbons shall be properly handled and disposed of, in accordance with local, state, and federal requirements. All catch basins will ' be installed with sediment sumps and oil hoods. In accordance with the MADEP Standards a 25 percent TSS removal rate is credited for this BMP. t3.4.3 Water Quality Structures Two (2) water quality structures are proposed to treat runoff from the project area. The structures are located at the end of drainage systems before the parking lot runoff enters into the sediment forebay and extended dry detention basin or into the closed drainage system in Highland Avenue. An 80 percent TSS removal rate tTetra Tech Rizzo 12 Drainage Report ' Lowe's of Salem, Massachusetts is credited for this BMP. All water quality structures have been sized to ' adequately treat the equivalent flow rate of the 1" water quality volume, ' consistent with MADEP requirements (See enclosed Checklist for Stormwater Report). Water quality volume and water quality unit sizing calculations are included in Appendix E. ' 3.4.4 Extended Dry Detention Basins with Sediment Forebays The proposed designs for both the Lowe's and the future Camp development incorporate extended dry detention basins with sediment forebays as BMPs to control the amount of sediment that discharges from the project area. The basins , are located at the end of the parking lot drainage systems before the runoff discharges toward Wetlands E and G at the southern limit of the project area. Sediment forebays were sized in accordance with the Massachusetts Stormwater ' handbook requirements (Refer to Appendix E, Water Quality, Ground Water Recharge, TSS Removal Calculations, and Contech Vortechs Sizing Calculations). In accordance with the MADEP Standards a 50 percent TSS ' removal rate is credited for this BMP. The incorporation of these BMP's will achieve a cumulative TSS removal rate of 91 percent, ' exceeding the DEP requirement of 80 percent(Refer to Appendix E, Water Quality, Ground Water Recharge, TSS Removal Calculations, and Contech Vortechs Sizing Calculations). 3.5 Standard # 5 — Higher Pollutant Load The project is classified as one that will generate higher pollutant loads and is subject to the , requirements of Standard 5, including pretreatment of stormwater. In accordance with these standards, the Lowe's stormwater management system has been designed to achieve a cumulative TSS removal rate of at least 80% (Refer to Appendix E, Water Quality, Ground ' Water Recharge, TSS Removal Calculations, and Contech Vortechs Sizing Calculations). As discussed under Standard#3, groundwater recharge may not occur as a result of the extensive ledge that is present throughout the site. However, the Lowe's stormwater management system ' has been designed to achieve a TSS removal rate of 86% prior to discharge into the extended dry detention basind(Refer to Appendix E, Water Quality, Ground Water Recharge, TSS Removal Calculations, and Contech Vortechs Sizing Calculations). This is greater than the 44% required ' in the MADEP Stormwater Management Standards. Consistent with MADEP Stormwater Management Standards, the stormwater quality structures ' proposed as part of the Lowe's stormwater management system have been sized to accommodate the equivalent flow rate of the I" water quality volume. Water Quality Volume Calculations and ' Water Quality Unit Sizing are included in Appendix E, Water Quality, Ground Water Recharge, TSS Removal Calculations, and Contech Vortechs Sizing Calculations. Tetra Tech Rizzo ' 13 3.6 Standard # 6 — Protection of Critical Areas ' The project is not located in and does not discharge to a critical area as defined by the MADER 3.7 Standard # 7 — Redevelopment Project tThe stormwater management system has been designed to meet the standards for a new development. ' 3.8 Standard # 8 — Erosion / Sediment Control Plan ' The project will result in the disturbance of greater than one acre of land and discharges to a water of the US or a municipal separate storm drain system which discharges to a water of the US, and therefore requires the preparation and implementation of a Storm Water Pollution ' Prevention Plan (SWPPP) in accordance with the Environmental Protection Agency (EPA) National Pollutant Discharge Elimination System General Permit for Discharges from ' Construction Activities. The Construction General Permit (CGP) authorizes the discharge of storm water from construction activities. ' The SWPPP will include site specific temporary and permanent erosion and sediment control practices including the following: ' • Installation of silt fence between the limit of work and wetland resource areas to minimize sediment laden runoff from entering resource areas. ■ Establish stabilized crushed stone construction entrances to prevent sediment tracking on I • the public ways. • Immediate stabilization of all regraded area adjacent to wetland areas; stabilization will be achieved by hydroseed and/or the use of erosion control blankets until permanent ground cover can be established. ■ Site specific construction sequencing plans in order to minimize the extent of the disturbance at any give time. ' ■ Construction of temporary sediment basin(s) and swales to divert, convey and detain construction term storm runoff and allow for settling of solids prior to discharge. ' ■ A Notice of Intent will be filed with the U.S. EPA to obtain coverage under the NPDES Construction General Permit. ' 3.9 Standard # 9 — Operation / Maintenance Plan ' The Lowe's stormwater management system will be owned and operated by Lowe's. The General Contractor(under Contract with Lowe's) will appoint a Project Manager who will be responsible during construction. The Lowe's Store Manager will be responsible for operation ' Tetra Tech Rizzo 14 Drainage Report , Lowe's of Salem, Massachusetts and maintenance of the storm water management system during store operations. The future , Camp and City of Salem Water Tank stormwater collection systems will utilize similar ' Operation and Maintenance Plans. Costs associated with the operation and maintenance of the stormwater management systems are subject to contracts with licensed maintenance providers and are variable. As a result costs associated with the Operation and Maintenance Plans are not currently included with this report. The Stormwater Operations and Maintenance Plans are included in Appendix F. 3.10 Standard # 10 — Illicit Discharges , The Stormwater Management System has been designed such that prior to stormwater runoff Y g P ' discharging from the site, it is treated through a series of best management practices. To the Engineer's knowledge, there are no known or designed non-stormwater discharges that are or will be connected to the stormwater collection system that would convey pollutants directly to , groundwater or surface waters. Long-Term Pollution Prevention Plans are included in Appendix G. 4.0 Drainage Collection System Design ' The proposed storm drainage collection system has been designed for a 25-year storm frequency , utilizing the Rational Method. StormCAD©was used to perform the hydraulic analysis for the storm drainage system. The following criteria were used to design the pipe network: ' ■ Pipes shall be sized to convey the 25-year storm event. , • Manholes shall be provided at all changes in direction or changes in pipe size. ■ All drainage pipes with diameter less than 48" shall be high density polyethylene (HDPE) ' with minimum cover of 2 feet. ■ Minimum drain pipe size shall be 12-in. ' ■ Minimum roof leader pipe size shall be 6-in. , ■ Minimum pipe velocity shall be 2 feet per second (fps). ■ Maximum pipe velocity shall be 10 feet per second (fps). , ■ Rainfall intensity of 5.5 inches per hour for a 5 minute duration for the 25-year storm frequency. ' • Manning's coefficient (n) of 0.010 for HDPE. Tetra Tech Rizzo ' 15 ' 5.0 Conclusion ' The project stormwater management system addresses both the quantity and quality of stormwater runoff from the project area and conforms to the Massachusetts Department of Environmental Protection(DEP) Stormwater Standards. ' P:\12]-3D6M02Mminage\ coinage Report Ko-Submi=IU936-08028-Drainage Repon-01 doa 1 1 Tetra Tech Rizzo 16 1 t 1 Appendix A ' NRCS Soils Map ... r r y Yom`` ` a� ts l t 40. sem'... r � * � ' � '� ► y Soil Map—Essex County,Massachusetts,Southern Part MAP LEGEND MAP INFORMATION Ana of Interest(Ao8 Very Stony Spot Map Scale: 1:8,960 if printed on A size(8.5"x 11")sheet. 0 Area of Interest(AOQ i wet spot The sod surveys that comprise your AOI were mapped at 1:15,840. sons Other Please rely on the bar scale on each map sheet for accurate map Soil.Map Units measurements. Special WrmFeaturoa Special Point Features eery Guy, Source of Map: Natural Resources Conservation Service U Blowout ee`i Web Soil Survey URL: httpINmbsoilsurvey.nres.usda.gov Fr+ Short steep Slope ® sorrow Pit ..�•, Coordinate System: UTM Zone 19N NAD83 Other This product is generated from the USDA-NRCS certified data as of ,.Z,c May Spot Political Features the version date(s)listed below. r, Closed Depression 9 Cities Sod Survey Area: Essex County,Massachusetts,Southern Part X Gravel Pit Water Features Survey Area Data: Version 9,Feb 26,2010 .. Gravely Spot 0 Occens Date(s)aerial images were photographed: 7/25/2003;7/31/2003 ® Landfill Streams and Canals The orthophoto or other base map on which the soil fines were Lava Flow Transportation compiled anddigitized probably differs from the background ..'. Rads imagery displayed on these maps.As a result,some minor shifting � Marsh or swamp u of map unit boundaries may be evident. * Mine or Quarry N Interstate Highways ® Miscellaneous Water US Routes p Perennial Water Major Roads v Rock Outcrop � Local Roads } Saline Spot . . Sandy Spot Severely Eroded Spot p Sinkhole 3) Side or Slip p Sodic Spot Spoil Area Q Stony Spot - USDA Natural Resources Web Soil Survey 1 0/1 812 01 0 '� Conservation Service National Cooperative Sod Survey Page 2 of 3 �. , Soil Map-Essex County,Massachusetts,Southern Part 1 Map Unit Legend I ' Essex County,Massachusetts,Southern Part(MA606) ' Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 52A Freetown muck,0 to 1 percent slopes 3.1 1.1% 53A Freetown muck,ponded,0 to 1 percent slopes 1.8 0.7% ' 73A Whitman loam,0 to 3 percent slopes,extremely 5.6 2.0% stony 102C Chatfield-Hollis-Rock outcrop complex,3 to 15 83.2 33.7096 ' percent slopes 102E Chatfield-Hollis-Rock outcrop complex, 15 to 35 82.4 29.8% percent slopes 302D Montauk fine sandy loam,15 to 25 percent 1.5 0.5% slopes,extremely stony 316B Scituate fine sandy loam,3 to 8 percent slopes, 0.7 0.2% very stony ' 316C Scituate fine sandy loam,8 to 15 percent slopes, 1.0 0.4% very stony 317B Scituate fine sandy loam,3 to 8 percent slopes, 9.9 3.6% ' extremely stony 422D Canton fine sandy loam,15 to 25 percent slopes, 0.7 0.3% extremely stony ' 602 Urban land 15.6 5.7% 622C Paxton-Urban land complex,sloping 44.0 15.9% 6268 Merrimac-Urban land complex,gently sloping 2.6 0.9% ' 651 Udorthents,smoothed 1.4 0.5% 652 Udorthents,refuse substratum 6.1 2.2% ' 724C Hollis-Urban land-Rock outcrop complex,sloping 6.6 2.4% Totals for Area of Interest 276.3 100.0% 1 ' USDA Natural Resources - Web Soil Survey 110118/2010 21111111111 Conservation Service National Cooperative Soil Survey Page 3 of 3 1 1 1 1 i 1 1 1 1 1 1 i Appendix B 1 Boring Logs 1 i 1 i 1 / +t Figure No. 2 / EXPLORATION LOCATION PLAN %j GEOTECHNICAL ENGINEERING REPORT `l ` �( �� / LOWE'S HOME CENTERS.INC. P I SALEM.MASSACHUSETTS i�? SFi- 03 �) Draw RWH S -1 2 i 1 i1 ,4� � Designed By: SSS / .✓ , :✓.�/ -.''2'f" '�"`—.` —,: \ :>:m o / `^ // :i� I �I , I I /'`•rr..� / �� Reviewed By: VRK Date: OCTocTue 1 / ` �� ) / ��✓„ j/ /// T 1 Figure Narrative This plan was based on a plan entdled 'Salem. MA 3f ✓ I b= oafManchester, provided New Hampshire on '/ _ P— - ^ / f^ � ..0. ` October 18.2008. Original scala Ta50% /�l / d b / P / /J" �jf�. _< Test bodngs were completed by New Hampshire A • {4 n , /% / �.. -- Boring. Inc. (NHB) of Londonderry, New 444 1, a y. i �. SHPP—7� ) / / v%'" Hampshire between June 5 and July 23,2008. AT-1 \�� a .� / — .. ySH3 i /. „�✓� n� �. „ jv' 1 '..� - - .� Av-hammer bedrock probes were completed by SHPP76.I; / ,1 . I �S >{F � s' Maine Drilling and Blasting M MiMord. / / Massachusetts on June 2.2008. SH-4A ��°�. \, ,.: �} T b �S�H,PP 5-1 ,S /P o/ �- Excavator bedrock probes were completed by /q \ ,f(/ NHB on June 13,2008. A -2 SHA between Jetlrock robe were une 2 and July 0complered by 13 �AT-3r. . 'A-T 6 , 08. l SHPP-2 � f IAI 8 SHI 2i -1-12 ; � AT-1Y ' � — SSP T- AT 14 I AT i,I . , - - -\ DRAFT SHPP-4 A 15 — SH-5 � i ii., � � ,� a, / , •i ' � Legend AT-16 /< P-Z \ ' � SHPP 10 Td' t a'-' Location of test boring with L MW E S �� 1�"• bedrock coring �_ r �. � � sir SHPP- �. � >t"" Yd AT-17 f 103K WIDE` —zo _` �_. , ' t e e e �'- Location of test boring without . , H-6. ) I I I \ bedrock coring \ s �/ 1 i ' 'T-18 / m•� AT\ Location of air-hammer bedrock probe 0z) CEK 2D C9 Location of bedrock probe \-1 / I I ' , completed with an excavator / l _ � - , _,, SNPP� Location of hand-driven ggp q1 J J' r T-21 / TP-8 \ Tis / -1 ,t,'TP 17 �._ �� P 18 / J bedrock probe CE ZI CE 20 CEM TP-,17 i P-/1 �/f f� \�5� PROJECT NO.:2932.00 � 'L \ q �_ \ '` / i - / \ f,1 i / !/. ✓ GRPRGCIL GUYE a ✓/• _ I P � -9� �� TP 12 l \ _ �\ V \ - _ T� 14 o so Ip - IW FHer �� , _ T I IT 11 - rTI 171 JASHA HIGHLAND AVENUE (ROUTE 107) - t _c — _ — _ = _ —_ IMPROVING HARTN [�T T /� Project:Lowe's of Salem L of Boring SH-1 Jj�-jjl�l Location:Salem,MA Ground Elevation:199.0 feet SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVINC E A R T H Drilling Method:4"Drive and Wash/NX Core Sampling Method:NX Core-94 Bit,with 250 lb Down Pressure Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ref.PL of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 06/12/08 Not Measured Foreman:B.Thompson Date Started:06/12/08 Date Finished:06/12/08 Logged By:L Norton Checked By:S.Sadkowski Drill Sample Information Stratum D(ft) (minKt( SNo. ;h Blows Rec Testing LogSpoon Perd Field — Description Geologic Description Remarks er6in finj Data TOPSOIL TOPSOIL/SUBSOIL `t°i ., � 2 J' d WEATHERED �,_ Y JBEDROCK [, 1 J __ ___ _ 4 6 C-0 4-9 60/56 J –� Roller bit to ppumatety 4'. ^0 ' 6 J C-1 (4 9 and,very slightly weathered J slighlCyf ured gray white,fine to 6 5 rrtr�1A� OII>�ined DIrtQRIvtAvith fractures J faced 3-9"dipp10g from,near horizontal to 4a Grdy7olive BASALT from 7 to 8 feet. ' 6 J 8 6 J IR 6 C-2 9-14 60/55 14':+tend,,,slightly weathen;d, 6 JsligFBhl$acturerl,grdy�and white,fine to rne5llum-79 ngd,DIORITE,Grey/olive J f f 6TT rom 1 V5 to 14 feet.REC=92%. > J w 12 6 0 6 ;: 14 - -1A—" Boring terminated at 14 feet. w w ' u 16 0 0 Z 0 ' o m 18 'w 0 0 0 3 20 00 m F v 22 w 3 u, 0 Z24 z 0 m Sheet:1 of 1 (�T j /� Project:Lowe's of Salem Log of Boring SH-2 ' Location:Salem,MA Ground Elevation:181.2 feet SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:4"Drive and Wash/NX Core Sampling Method:NX Core-#4 Bit,with 250 lb Down Pressure Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ref.Pt of Casing of Hole Time ' Drilling Company:New Hampshire Boring,Inc. 06/09/08 07:30 17.5' Ground Surface 3' 33' 2 days Foreman:B.Thompson Date Started:06/05/08 Date Finished:06/05/08 Logged By:L Norton Checked By:S.Sadkowski DDrill Sample Information Stratum ' (ft) Rate Sample Depth Spoon a ie Geologic Description Remarks (min/ft) No, (ft) Blows Rec Testing .Log Description 6 i lint Data p _____g1_____ ' TOPSOIL TOPSOIUSUBSOIL. J Roller Bit to approxima y 3',-. 7 C-1 3-7 48/47 J J C-1(3 to 7),Hdv Y eralely weal"4- 7 eretl; , 4 7 moderately fja2lured,°'gray with white J to media relneQ DIORITE,with fractures 6"dipping from 30°to 5 J neary 98%.RQD 8%. J ,6 9 5 C-2 7-8 12/10 `t C-2(7 to .)i Hsnl to*m�nedium,slightly ' 8 weathered slightly lradured,gray with 4 C-3 8-13 60/60 J white,One to medsumgramed,DIORITE, J -:.with savory weather d hacfyre from 4 5 7 8 dipping new ficr tal. , J ;Rt:G-031 RQD 42 . d1°"s 'sT'ssa , a 10 g J w vsls C (8, 3')'Hd1'tl to medium,fresh, ' o J s,;) nd' ray with white,fine to r? 5 medium-grained,DIORITE,with 1"Quartz > J a Aplite vein at 10 8'dipping 45°. i + 'I ;�' J led fractures from 8 to 11'. 12 w 5 RSC=100%.RQD-90%. m 4 CA 13-18 /60 q J `C-4(13 to 18'):Hard to medium,fresh, > 14 J 8 sound,gray with white,fine to 4 "J medium-grained,DIORITE,with ' medium-grained,Quartz and Aplite veins from 15.4-15.9'.REC=100%.RQD=93%. 5it ,I J ca? 16 v , 0 4' J 18 5 C-45 v.t16 23. 80/60 " O J C-5(18 to 23'):Hard to medium,fresh, 4 J sound,gray with white,fine to 0 4 ° medium-grained,DIORITE,with slightly 3 '! d I weathered fracture at 18.8'dipping 70". ' 0 20 5 >:�' Moderately weathered and partially headed J fractures from 18-19'.REC=100%. RQD=73%. 4 J a J ' ao 22 4 u J 3 J w 4 C-6 23-26.5 42/36 o `I C-6(23 to 26.5'):Hard,fresh,very slightly ' O 24 5 fractured,gray with white,fine to medium-grained,z J medium-grained,DIORITE.REC=86%. m J RQD=52%. Sheet:1 of 3 S Project:Lowe's of Salem Log of Boring SH-2 Location:Salem,MA Ground Elevation:181.2 feet SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:4"Drive and WashINX Core Sampling Method:NX Core-#4 Bit,with 250 Ib Down Pressure Groundwater Readings Depth Depth Depth Stab. ' Date Time to Water Ref.PL of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 06/09/08 0730 17.5' Ground Surface 3' 33' 2 days Foreman:B.Thompson Date Started:06/05/06 Date Finished:06105/08 Logged By:L.Norton Checked By:S.Sadkowski ' Depth Drill Sample Information Stratum (H (Rate Sample Depth Blo Spoon Rec TestiPend ng Log Description Geologic Description Remarks filo (ini Data ' 5 J 26 5 J z ' C-7 26.5-28 18/18 J 4 J C-7(26.5 to 28'):Hard f,esll,Sound,gmy with white,fne to me lm)peda 28 DIORITE.REC=100 4 C-8 28-33 60/58 J „RQ -500°la J 5 C 8(28 to 33' J with white 3391rushsound 2191 -oletliumgrained g q DIORITEwdh feldspar and olivine "'fi 30 J depositmnfro `^`305-31.3'.REC 97/. 7 RQD-J08`a::" J 7 J 32 7 \-14 6 C-9 33-38 60/60 J J si'i C 9(33 to 38'):He Iresfl.!."gund,gray 1. 34 ' ,With wwlhite,fine to medip�myramed 6 .'I ` ' "DIORITE;with fractures dipping near odirontef et 3 "t9 7.2'. Aplite vein at 6 J 34"dlp,04163Q`=FtE,-:'900%.RQD=93%. r J 0 36 5 J ? 4 .:: 6 ' ryJv"t BEDROCK F' m 38- 5 C-10 38-43 14146id r? R!r C-10(38 to 43'):Hard,very slightly weathered,slightly fractured from 38 to i 5 J ' 38.9',gray with white,fine-grained, m DIORITE,1/2"Quartz and Aplite vein at 0 40 6 J 38.7'. 1/4"Aplite vein at 40.3'dipping 30°. REC=100%.RQD=80%. ' y 5 0 Z 42- 6 o 5J ' - J 4C11, '193- 60/60-� J C-11(43 to 48'):Hard,sound,very slightly rc 44 5 ? J fractured,gray with white,fine to O rl,: medium-grained,DIORITE,Crack from ;5 J 4343.6'. Healed vertical fracture from 4 43.6-44.1'.REC-100%.RQD=97%. J 46 J th 5 a J a H 5 J ' m J 48- 4 C-12 48-53 60/60 o J C-12(48 to 53'):Hard,fresh,sound,gray u J with white,fine to medium-grained, z 5 DIORITE.REC=100%.RQD=95%. 0 t m Sheet:2 of 3 Project:Lowe's of Salem Log of Boring SH-2 ' C Location:Salem,MA =SHA. Dat Ground City of Sal 181.2 feet SHA Project No.:2932.00 Datum:CiTy of Salem,Massachusetts Vertical Datum I M P R O V I N G E A R T H Drilling Method:4"Drive and Wash/NX Core , Sampling Method:NX Core-94 Bit.with 250 lb Down Pressure Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ref.PL of Casing of Hole Time , Drilling Company:New Hampshire Boring,Inc. 06/09/08 07:30 17.5' Ground Surface, 3' 33' 2 days Foreman:B.Thompson Date Started:06/05/08 Date Finished:06/05/08 Logged By:L.Norton Checked By:S.Sadkowski Drill Sample Information Stratum ' Depth (m�l Sample Depth Blows Ren Testing Log Description n Pen/ i-tela Geologic Description Remarks per-6b in Data 50 5 ' J 4 52 J , 4 J 4 C-13 53-58 60/60 J J C-1 3(53 to 58') Hggrdiirash,sound,' rag: 54 4with white fi ;o mddium-grained, J DIORITE �. aper veins at 54.3'. J REC 10 Via; D=100%. "'U J 56 4 J ,I 4 ' .,.00 J 58 J k' 4 C-14 58-60 24/24 ., J 1, � to 60') ar/r7f fratif;yery slightly Sed,gray with ute 8qd pink and 4 J I I Lj Wive AN61omedium-grdln6d,DIORITE, 0 4,. th borizental leseture at 50.7'. Quartz, N 60 Feldspar and DWria)Aineral deposition IV' Akar=100%.RQD=100%. a ,�nng terminated at 60 feet. x 62 ' i v, m ' y64- 0- 66— Z -66 !s ' ur 0 O 0ai!13a: „3 M 68 N I (� 1 O Y ur.. K 3 -1:.., ' 70 m ¢ 'ao 72 w 3 w cn 0 Z 74— Z 0 0 m Sheet:3 of 3 ' S Project:Lowe's of Salem Log of Boring SH-3 _ Location:Salem,MA Ground Elevation:193.8 feet SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH ' Drilling Method:4"Drive and Wash/NX Core Sampling Method:NX Core4t4 Bit,with 2501b Down Pressure Groundwater Readings Depth Depth Depth Stab. ' Date Time to Water Ref.PL of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 06/09/08 Not Measured Foreman:B.Thompson Date Started:06/09/08 Date Finished:06/09/08 Logged By:L.Norton Checked By:S.Sadkowski ' Drill Sample Information Stratum Depth Rate Sam th Poon a ie Geologic Description Remarks Sample De (ft) (miner) m (ft) Blows Rec Testing Log Description par 61 in Data TOPSOIL TOPSOIUSUBSOIL. 2 / ___-2'--__- J J Roller Bit to a rox $t9'4'. PP z; :xr J G 4 7 C-1 4-9 60/60 J C-1(4 to �; ;"�,very slightly weathered, 7 J sound,, tayw)a white fine to ' v mectipmIgrzinetl DIORITE,with fractures J spaG@dfit7"dipping p'}"0-00°. Quartz and 6 8 Aplite Vaitiis at,19- i"5.4,x'.9-7.4,and J Q.77:9Ed!pping 3.. 5 EC=100%. 8- 8 J o J ... .. 8 C-2 9-14 60/60 J 2($1014`); "aTdNvery slightly 0 10 8 J weather@tl,s8ghpyfrctured,gray with 12wyrifiesnd'biue,' j -mined,DIORITE, 61ractures$86id 3 18"dipping near q 8hoHzdntal to 60°. 1/4"Quartz and Aplite _ weiri et 10.4'dipping 45" Partially healed fractures 11-11.5'.REC=100%. nsi 12- 8 .!} f1QD=70%. r ' a 14- 11 C-3 14-19 09159 , J& l N J C-3(14 to 19'):Very hard,fresh,sound, o blue gray with white,fine-grained, N 12 DIORITE,1/2"Quartz and Aplite vein from 'a 18 2 18.4'dipping 45°.REC=98%. ' y 16 12 J RQD=98%. o i2 i O J m 18 q � 14 �t. J 0 a20 Cd 19 4 150 ' 3 - J C4(19 to 24'):Very hard,fresh,sound, 20 21 blue gray with white,One-grained, J DIORITE,1/2"Quartz and Aplite vein at 20.2 dipping near horizontal. 1/4"Quartz m 21 J and Aplite vein from 20.7-20.8'dipping 45°. 1/8"Aplite vein with crack from 22.6-22.7' J dipping 30°.REC=100%.RQD=92%. y 22 20 J 3 J 23 0 V 0 J cn 24 24 C-5 24-29 60/60 ,t Z o J C-5(24 to 29'):Very hard,fresh,sound, ' m Sheet:1 of 2 ME Project:Lowe's of Salem Log Of Boring SH-3 mm ocaon: em, ' _MSLocation;SalMA Ground Elevation:193.8 feet SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING E A R T H Drilling Method:4"Drive and WashINX Core ' Sampling Method:NX Core-#4 Bit with 250 lb Down Pressure Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ref.PL of Casing of Hole Time ' Drilling Company:New Hampshire Boring,Inc. 06/09/08 --- Not Measured Foreman:B.Thompson Date Started:06/09/08 Date Finished:06/09/08 Logged By:L.Norton Checked By:S.Sadkowskl Drill Sample Information Stratum ' Depth Ratepeo^ a ie Geologic Descrition Remarks (ft) (min/ft) S No.le Depth Blows Rec Testing Log Description P r6in finI Data 26 J blue gray with white,fne to medium-grained,DIORITE,1/8"Quartz , 26 vein at 27.5'dipping 45°.REC=10U: 24 `i RQD=100%. J '30 J 28 25 J rx` '.. 11 C-6 29-34 60/59 ,t 1. C-6(29 t34)'Hard fresh,sound,blue 30 9 J gray wlt�l whR fne to medium-grained J DIORITSt fracturesspaced 5 14" ' dippngh rhonzontah10 60°. 4"Quartz 9 J AAPIA veinfrom 1.33.5' REC 98%. tRQD 98/0 32 8 r .. J 734— J 14 8 C-7 34-39 60/56 J 9EDROCXG�7(34 Cd ZSVI, slightly p1 J we'a0le[ed,sound, 'S'ta`y' with white and 7 pink,6na,,iovnediurliyrained DIORITE, J th ft$c.I 'adetl 8 24"dipping from ' 36 7 firz461d$�parudrepo,'fition 36.5 37'near 4Aontal to 30°. Olive/gray,BASALT 37-39'. Exteremely(raciured from 87 7 to 38.1'.REC=93%.RQD=78%. o fi yl: 4q m 38- 8 J . 9 i G8 39-44 6.0/58 . • ' 1O = J C-8(39 to 44'):Hard,fresh,sound,gray, 0 40 fine-grained to aphanlic,BASALT,with ' J fractures spaced 8-13'dipping 3035°. 'a Gray and white DIORITE from 42.534'. REC=97%.RQD 88%. , o 0 42— Z o m 0 o4 44 �- ----44'---- Boring terminated at 44 feet. N 46- 48] 648 ' 0 0 Z 6 0 m Sheet:2 of ' (\ TUT /A\ Project:Lowe's of Salem Log Of Boring SH-4/SH-4A =' 11 , /"'� Location:Salem,MA Ground Elevation:162.53 feet `J � 1 SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH ' Drilling Method:2 1/4 Hollow Stem Auger Sampling Method:2"Split Spoon,Auto-Hammer Groundwater Readings Depth Depth Depth Stab. ' Date Time to Water Ref.PL of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 06/12/08 Not Encountered Foreman:B.Thompson Date Started:06/12/08 Date Finished:06/12/08 Logged By:L Norton Checked By:S.Sadkowski ' Sample Information Stratum Depth Sample Depth Poon a ie Geologic Description Remarks 1 1 No (tt) Blows Rec Testing Log Description er6in in Data 0 "-__0-'--- TOPSOIL. TOPSOIL 1)Auger refusal encountered at -----1'---- approximately 3.5 feet, Boring Brown,fine to coarse SAND&GRAVEL .GdG-silt. offset approximately 40 feet north ' r\ Moist FILL. and drilled as SH-4X 2 FILL F;r 4 r i I 5•____ ' S-1 5-5.8 50 10/6 WEATHERED S-1(5 to 5 8 4yoty gense brown fine to coarse 100/4" J- BEDROCK SAND.trace 1 Moist.WEAT•HERED 6 58--- BEDROCK Burin 9 R,iinate�tl;,t 5.8 feel ti,:'to auger refusal. vseti:. 8 n 10 O m m J N 12 r m 14 N O 'a t m 16 _ - o 0. z rc ' m 18 o in Ohl i' 0 12 X 0 3 20- 22— W 0 22w 3 m m 0 0 24— z 0 0 ' m Sheet:1 of 1 (1 Project:Lowe's of Salem Log of Boring SHS ' _ \J Location:Salem,MA Ground Elevation:153.0 t feet HA SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:21/4 Hollow Stem Auger ' Sampling Method:2"Split Spoon,Auto-Hammer Groundwater ReadingsDepth Depth Depth Stab. Dale Time to Water Ref.PL of Casing of Hole Time ' Drilling Company:New Hampshire Boring,Inc. 06/12/08 09:00 6' Ground Surface 7' <5 minutes Foreman:B.Thompson Date Started:06/13/08 Date Finished:06/13/08 Logged By:L.Norton Checked By:S.Sadkowski Sample Information Stratum ' D( h Sample Depth BlowsSpoon Ree Testing Log Description Geologic Description Remarks r 6 inUnit Data TOPSOIL TOPSOIL. 2 I t i m , t 4 i S-1 5-7 17 24/17 �I FILL S-1 (5 toT) Darise,�prown with gray and orange, 22 One to cearsr :$ 0,trace Graft trace Silt.Moist 6 20 �I to wet.FILL"!; 21 I II 1 I 8 E" �I ct L,�d •E�_ i 3 r�3?hd ll� S-2 9.5-9.6 50/1" 1/0. 95 t0 5B€DR279:5#09.6'}:ROrkiiitupsdn tip. WEATHERED N 9 g'__ OC h' .m._ F 6dring t na 0416-44't t tlue to auger refusal ' 0 c? i 12- 14— < 214a ' m F n r? 16— z 6 z X o m 18 m €r. 3 0 20- 22- 0 0 22O O 24 z W 0 m Sheet:1 of 1 ' _S Project:Lowe's of Salem Log Of Boring SH-6 _ Location:Salem,MA Ground Elevation:149.0 t feet SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH ' Drilling Method:4114 Hollow Stem Auger Sampling Method:2"Split Spoon,Auto-Hammer Groundwater Readings Depth Depth Depth Stab. ' Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 06/13/08 Not Encountered Foreman:B.Thompson Date Started:06/13/08 Date Finished:06113/08 1 togged By:L.Norton Checked By:S.Sadkowsld Sample Information Stratum Depth Sample De Geologic Description Remarks (ft) Depth (kBl ws Rec Testing Log Description er6in in Data 0 ____0----- Brown,fine to coarse SAND,little Silt,trace TOPSOIL Gravel,trace Roots/Grass.Moist.TOPSO L. _1 Boring terminated at 1 foot due to auge"iefusal. 2— V 4 6 8 a n 10 O J M 12- 14— < 214a r N O 'a *` q 16- 0 6 0 1 m w 18 0 rc 3 20 m 0 22 N W 3 ' N O O• 24 z rc ' o m Sheet:1 of 1 (�T T /� Project:Lowe's of Salem Log of Boring SH-7 , —,�`,1J�L—a,1Lj/�`1 Location:Salem,MA Ground Elevation:168.5 feet SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum I M.p R O V i N C E A R T H Drilling Method:4114 Hollow Stem Auger ' Sampling Method:2"Split Spoon,Auto-Hammer Groundwater ReadingsDepth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Time ' Drilling Company:New Hampshire Boring,Inc. 06/13/08 10:00 5' Ground Surface 15' <5 minutes Foreman:B.Thompson Date Started:06/13/08 Date Finished:06/13/08 Logged By:L.Norton Checked By:S.Sadkowski Sample Infonn ton Stratum ' D(ftp)th Sample Depth glo�wsn Rec Testing Log Description Geologic Description Remarks rg No. (ftl r61n in Data p ._...p.._. ' Leaves,Roots,Grass mat,trace Gravel. iSt. 1)Drilled approximately 5 Dark brown,fine to coarse SAND,some Silt,trace feet TOPSOIV TOPSOIL/SUBSOIL. ,�� south of AT-13. SUBSOIL ;m H 4 ' � iw 5: S-1 5-7 20 24120 S-1(5 to 7) Vdry dtise,brown w/orange,fine to ' :.: 28 'a',„• coarse SANDi;he Silt,trace,;,revel.Wet. 6— 30 25 9a 8 ' SAND in t0 !! , o S-2 10-12 12 24121 S=2(tO tod12'} Degas bmwd:fine to coarse :,r.. :!:: 17 SpPJD,treee,SNAra 'Grsv'el.Wet. , 0 20 i 12 N 'm j{v�4 Q > 14— < M1.4 N S-3 15-15.4 100/ ��4 —15 S-3(15 to 15.4'):Very dense,gray,GRAVEL,little 15.4'--- Sand,trace Silt.Wet.WEATHERED BEDROCK. n 16 „k , Boring terminated at 15.4 feet due to refusal. ' 0 J O Z K k m , u, 18 L7 O O ' 3 20- 22- 65 022N , z 24 Z p m Sheet:1 of 1 ' S Project:Lowe's of Salem Log El Boring SH101 Location:Salem,MA Ground Elevation:192.0 t feet SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:4"Drive and Wash(NX Core Sampling Method:NX Core-#10 Bit,with-250 Ib Down Pressure Groundwater Readings Depth- Depth Depth Stab. ' Date Time to Water Ref.PL of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 07/23/08 Not Measured Foreman:B.Thompson Date Started:07/23/08 Date Finished:0723/08 ' Logged By:L Norton Checked By:S.Sadkowski Drill Sample Information Stratum D(ft W (miaeQ Sample le Depth &�s Re/ Testing Log Description Field Geologic Description Remarks r6in (inl Data 0 ----- TOPSOIL TOPSOIL. J- Roller Bit to approximately 2'.7 �i+` te'{ J 2 C-1 2-3.5 18/10 WEATHERED v.y J C-1(2 to 3.6):Hard severelyy Weathered, extremely fracture gp6l0C y',wllh 4 J ___ orange/brownwea , OneN,{ItBdh! C-2 3.5-7 42/42 -3'S grained,DIORIT 56%.RQO 0% 4 J — 7 C-2(3 Sao)-ard,fresh,slightly ' 6 J fractu"1 , hlueyray,One to mediGlained DIORRE,with fractures 6 J s 0ed 3,9"dipping Ifgm,i'`iyar horizontal to 7 rVe{{ical. VerIJ Tfadture from 6.7-T. J 1Oby,RQD-764`S� e 7 C-3 7-12 60/58 J - J C-3(7 to 12} Hard slightly weathered, 8 4 slightly fractu`*Wtle-gr y,fine to J medium-grained QIORIT�.with fractures spaced 3 11"dipphi nearfibrizontal to 7 J y0rtical Vertical fracju V:. 7-7.6'. IR REC g�°h:RQD 72% 0 J 10 9 J ' o 0 7 J ' y 12- 8 C-4 12-17 60/ n BEDROCK G'4:';^12 to 17'):Hard,fresh,Sound, m 8kl'gmy,fine to medium-grained, YQRITE,with fractures spaced 4-14" ipping near horizontal to 30°. 1/4"Quartz a 14 7 : J and Aplite veins from 12-13.2'. BASALT ' x from 14.7-15.8'.REC=90%.RQD=83%. y 6 'a 16- 7 0 0 i 11 G317-22 60/60 " J ' 0C-5(17 to 22'):Hard,fresh,sound, y 18- 8 J blue-gmy,fine to medium-grained, o DIORITE,with fractures spaced 3-30" J dipping 30-60y. Crack from 17-17.9'. Gray a 11 _ BASALT from 19.4 to 22'.REC=100%. J RQD=92%. ' 3 J 20- 8 7 J 7 w22 9 J --22'---. Boring terminated at 22 feet. 3 N O rs -24 z W ' o m Sheet:1 of 1 IN Project:Lowe's of Salem L OBoring SH-102 ' Location:Salem,MA Ground Elevation:200.0_feet SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:4"Drive and WashINX Core ' Sampling Method:NX Core-#10 Bit,with-250 lb Down Pressure Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ref.Pt of Casing of Hole Time ' Drilling Company:New Hampshire Boring,Inc. 07/23/08 07:00 6' Ground Surface 2' 17' -17 hours Foreman:B.Thompson Date Started:07/23/08 Date Finished:07/23/08 Logged By:L Norton Checked By:S.Sadkowski Drill Sample Information Stratum Depth Sample Rate Depth Geologic Description Remarks (ft) NBows Rec Testing Log Description er 6 in in Data p TOPSOIL TOPSOIL/MOSS. __-0.5'-__-_ J Roller Bit to approximately 2'. J ,2 C-1 2-7 60/60 J J ver (sl to tly Hard verys0�t11y 8yered, very um-gly it e. ra�blue-grd y firlei 6 J spaced-gmined,tCSIOR�ar w! ihtftaact{res ' spaced 2-1 dlpplQg_0ear honzontapto 4 5 J 70 Partial l slleak?t dipping 70178": Quartz vein from 6 2$ J dipping 60°:::REO=100%.RQD=93- 5 ' J 6 5 J 5 C-2 7-12 60/59 J C-2(7 tot2':Hard, any slightly 8 5 J weathered,316 blu'oyray,One to medium-grained(SIOR7T w[ih fractures J spaced 7 26"dipp'Irr {{Gazontal to 30° uartz and Aplite Vel E'from ' 4 J .3111asalt from 1,4'a=.B11. 12'. REC?9fiC�4- %. N 10- 4 r 4 J BEOROCKIF , m 12- 8 C-3 12-17 iC-3�{{��12 to 17'):Hard,fresh,sound,gray, m 7 ' ,t op¢3nitic,BASALT,and Blue-grey u IORITE(from 12.7-17'). 1/4"Quartz and ,J Aplite veins at 13.2 and 13.5'dipping 30°. 14 y > ,," REC=97%.RQD 97% ' = J w N 10 J aUM ' N 16 p a: O : Z 8 -0€ 7-22 60/57 .. o `i C-4(17 to 22'):Hard,fresh,sound, N 18- 8 blue-gray,fine to medium-grained, , J DIORITE 1/2"Quartz and Aplite vein from J 173-17.5'dipping near horizontal. 1/2" Quartz and Aplite vein from 20.1-20.3' 0 7 rs 'o. J dipping 30".Grey BASALT from 20.6-22'. ' 3 y` REC=95%.RQD=92%. 0 20 7 J N D h J 0J 0 22 8 —22'---- Boring terminated at 22 feet. 3 N , O m 24— Z O m 'Sheet:1 of 1 ' 11111111111111100 ` •T T /, Project:Lowe's of Salem Log El Boring SH-103 et y\l�i,� l![�11 Location:Salem,MA Ground Elevation:197.5 t feet SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH ' Drilling Method:4"Drive and Wash/NX Core Sampling Method:NX Core410 Bit,with-250 Ib Down Pressure Groundwater Readings Depth Depth Depth Stab. ' Date Time to Water Ref.PL of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 07/22/08 Not Measured Foreman:B.Thompson Date Started:07/21/08 Date Finished:07/22/08 Logged By:L Norton Checked By:S.Sadkowski Dep' Drill Sample Information Stratum Rate Sample Depth poon a Ie Geologic Description Remarks () (min/ft) No. (ft) Blows Rec Testing Log Description in 0 ---0--- Brown,fine to coarse SAND,little Silt, trace Gravel,trace Roots/Leaves. oist. TOPSOIU TOPSOIL/SUBSOIL. SUBSOIL 2 --- J Roller Bit to approxlme)0 3.5'' C-1 3.5-6.5 36/28 J ' 4 10 J C1(35to ;$y'"xFtard,severely weath extremely�?frecf 8,dark gray with orang`9 'T weathenrg fln�e grained,BASALT,vnth 13 WEATHERED fractufe9 Bam near horizontal to near BEDROCK J vertical C`=78/.RQQ=O%. 6 54 J C-2 6.5-8.5 24/21 J i ' 6 C 2(B too$.$');tient,moderately • weathered Ltnodetataly fractured,blue-gray 6 with orange ,Cather`,gjhigh Quartz 20 J -- -8'----- content),fine its4mepltr/Kt-grained, C-3 8.5-13.5 60/60 DIORITE,and BASALT REG=88%. J rI N 10 C 3(8,5(0 tum Btd slightly weathered, 0 10 J sllgfi0y Et with bli res spaced cedfine3 10" r [:1-OR[TE,with rraontaltsp 0'. Quartz 13 J d{ppr(near horizontal to 60°. Quartz and Appe veins from 9.2-9.4,10.5-10.6,and > _ d1.1-11.5'.REC 100/.RQD=78%. w 12- 24 m z' -4E ,( �T. m 30 ; u C-4 13.5- 24114 ' = 14- 44 15.5 _ r '-,., .' C-4(13.5 to 155):Hard,fresh,sound, u, blue-gray,fine-grained,DIORITE. REC=100%.RQD=100%. 60 'a C-5 15161W, +-�, _0(30 ,J BEDROCK y 16 7 C-5(15.5 to 18'):Hard,fresh,(moderately p :s. weathered 16.5-18')(Severely fractured s_�l" from 16.5-18')sound,blue-gray, Z 6 fine-grained,DIORITE,with fracture at 16' o J dipping 40".REC=100%.RQD=20%. ' 18 7 C-6 18- 60/60.- J J C-6(18 to 23'):Hard,fresh,sound,to very 4 slightly fractured, blue-gray,fine-grained, p 6 '$ + J DIORITE,dipping near horizontal to 70°. ' NHEN ie`' Healed fractures from 18-19'.REC=100%. 20 7 J RQD=88%. J 10 J ' a J 22- 14 w J 3 Li 21 ' Baring terminated at 23 feet. O 0 Z 24— Z d O ' m Sheet:1 of 1 1 I ' 1 1 1 Appendix C ' HydroCADO Pre- and Post-Development Calculations 1 ' Subwtglment 3 2cE'- 2dEEs, h Wetland Area D '6 --0 1Ra. 1Rb 4 Subcatchment 2c Subwtchment 2d " Intermittent Strea Intermittent Stream +s 1Rc � 2bE' 2aE ' Intermift t Steam Subwtchment 2b Subwtchment 2a tea- Subwtchment 4 2 1 Wane" Ata E i —E Subwlchmenl 1 2R- Wetland Arfta E Outlet BE ' Sub;tme�t�6 �R LL 1 24 RCyUoder Hi hladhdAveg Subwt ment 8 Subwl ment 9 Subwt ment 10 Subwt ment 11 Subwlchment 5 .4R-,. ' 24"RCP obi.dg d Ave to Co liege Subwtchment 7 - ' PAt,:, PA2 PA3i,. PA4 PA5. Point of lysis Point of lysis Point of lysis Point of lysis Point of Analysis5 SubCat Rea h On Llnk Drainage Diagram for Existing Condition-01 F- IV, "+ "x5 :. Prepared by{enter your company name here}, Printed 10/20/2010 ' Hyc DO 9.00 s/fl 00983 ®2009 HydroCAD Software Solutions LLC I � Existing Condition-01 ' Prepared by{enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 2 , Area Listing (all nodes) Area CN Description ' (acres) (subcatchment-numbers) 2.476 77 Brush, Poor, HSG C (1 E, 2aE, 2bE, 8E, 9E) 29.549 77 Woods, Poor, HSG C (1 E, 2aE, 2bE, 2cE, 2dE, 3E,4E,6E, 7E, 8E, 9E, 10E, 11 E) ' 30.011 83 1/4 acre lots, 38% imp, HSG C (4E, 5E,6E, 7E) 0.270 87 Dirt roads, HSG C (1 E, 2aE,2bE, 8E) 1.790 94 Urban commercial, 85% imp, HSG C (6E) ' 1.548 98 Paved parking R roofs (1 E, 2aE, 2bE, 8E, 9E) 2.885 98 Water Surface, HSG C (3E,4E) 68.529 TOTAL AREA , 1 ' Existing Condition-01 Type 111 24-hr 2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD119.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 3 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1E: Subcatchmentl Runoff Area=104,520 sf 13.29% Impervious Runoff Depth=1.40" Flow Length=578' Tc=9.7 min CN=80 Runoff=3.43 cfs 0.280 of Subcatchment2aE:Subcatchment2a Runoff Area=74.583 sf 1.74% Impervious Runoff Depth=1.27" Flow Length=612' Tc--14.2 min CN=78 Runoff=1.93 cfs 0.182 of ' Subcatchment2bE: Subcatchment2b Runoff Area=220.572 sf 3.29% Impervious Runoff Depth=1.27" Flow Length=215' Tc--14.6 min CN=78 Runoff=5.63 cfs 0.537 of Subcatchment2cE: Subcatchment2c Runoff Area=8,004 sf 0.00% Impervious Runoff Depth=1.21" Flow Length=170' Tc=14.0 min CN=77 Runoff=0.20 cfs 0.019 of Subcatchment2dE:Subcatchment2d Runoff Area=14.045 sf 0.00% Impervious Runoff Depth=1.21" ' Flow Length=458' Tc=19.3 min CN=77 Runoff=0.30 cfs 0.033 of Subcatchment3E: Subcatchment3 Runoff Area=352.158 sf 13.46% Impervious Runoff Depth=1.40" Flow Length=731' Tc=27.5 min CN=80 Runoff=7.71 cfs 0.944 of Subcatchment4E: Subcatchment4 Runoff Area=154,273 sf 58.32% Impervious Runoff Depth=2.08" Flow Length=217' Tc=22.2 min CN=89 Runoff=5.56 cfs 0.614 of I ' Subcatchment6E: Subcatchment5 Runoff Area=403.752 sf 38.00% Impervious Runoff Depth=1.61" Flow Length=1,761' Tc=22.2 min CN=83 Runoff--11.26 cfs 1.243 of ' Subcatchment6E: Subcatchment6 RunoffArea=245.683 sf 36.12% Impervious Runoff Depth=1.68" FlowLength=1,403' Tc=47.1 min CN=84 Runoff--5.01 ofs 0.791 of ' Subcatchment7E: Subcatchment7 Runoff Area=943.101 sf 32.78% Impervious Runoff Depth=1.54" Flow Length=1,525' Tc=32.2 min CN=82 Runoff=21.22 cfs 2.775 of Subcatchment8E: Subcatchment8 Runoff Area=214.484 sf 1.16% Impervious Runoff Depth=1.21" ' Flow Length=731' Tc=25.0 min CN=77 Runoff=4.16 cfs 0.497 of Subcatchment9E: Subcatchment9 Runoff Area=244.055 sf 17.42% Impervious Runoff Depth=1.47" ' Flow Length=1,028' Tc=21.5 min CN=81 Runoff--6.26 cfs 0.686 of SubcatchmentlOE:Subcatchment10 Runoff Area=1,608 sf 0.00% Impervious Runoff Depth=1.21" Flow Length=294' Tc=13.2 min CN=77 Runoff--0.04 cfs 0.004 of ' Subcatchmentl l E:Subcatchment11 Runoff Area=4,277 sf 0.00% Impervious Runoff Depth=1.21" Flow Length=279' Tc=14.1 min CN=77 Runoff=0.10 cfs 0.010 of t Reach 1Ra: Intermittent Stream Avg. Depth=0.12' Max Vel=0.53 fps Inflow=0.49 cfs 0.349 of n=0.050 L=105.0' S=0.0133 T Capacity=1,215.71 cfs Outflow=0.49 cfs 0.349 of ' Reach 1Rb: Intermittent Stream Avg. Depth=0.13' Max Vel=0.75 fps Inflow=0.20 cfs 0.019 of n=0.050 L=85.0' S=0.02357 Capacity=973.97 cfs Outflow=0.19 cfs 0.019 of 1 Existing Condition-01 Type /// 24-hr 2-Year Rainfall=3.20" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 4 , Reach 111c: Intermittent Stream Avg. Depth=0.53' Max Vel=3.19 fps Inflow=5.98 cfs 0.905 of n=0.050 L=573.0' S=0.0740'f Capacity=740.66 cfs Outflow=5.79 cfs 0.905 of Reach 211:Wetland Area E Outlet Avg. Depth=0.14' Max Vel=1.54 fps Inflow=1.29 cfs 1.150 of ' n=0.050 L=331.0' S=0.05397 Capacity=6,334.34 cfs Outflow=1.29 cfs 1.150 of Reach 3R: 24"RCP Under Highland Ave. Avg. Depth=0.39' Max Vel=8.02 fps Inflow=3.43 cfs 1.430 of ' 24.0" Round Pipe n=0.013 L=70.0' S=0.0340'/' Capacity=41.71 cfs Outflow=3.43 cfs 1.430 of Reach 4R: 24"RCP Highland Ave to CoolidgeAvg. Depth=0.70' Max Vel=5.95 fps Inflow=5.87 cfs 2.221 of , 24.0" Round Pipe n=0.013 L=1,062.0' S=0.0096'P Capacity=22.13 cfs Outflow=5.85 cfs 2.221 of Reach PAI: Point of Analysis 1 Inflow=36.40 cfs 6.239 of Outflow=36.40 cfs 6.239 of Reach PA2: Point of Analysis 2 Inflow=4.16 cfs 0.497 of Outflow=4.16 cfs 0.497 of Reach PA3: Point of Analysis 3 Inflow=6.26 cfs 0.686 of ' Outflow=6.26 cfs 0.686 of Reach PA4: Point of Analysis Inflow=0.04 cfs 0.004 of ' Outflow=0.04 cfs 0.004 of Reach PAS: Point of Analysis 5 Inflow=0.10 cfs 0.010 of , Outflow=0.10 cfs 0.010 of Pond 1W:Wetland Area D Peak Elev=174.89' Storage=31.068 cf Inflow=7.71 cfs 0.944 of ' Primary=0.48 cfs 0.316 of Secondary=0.00 cfs 0.000 of Outflow=0.48 cfs 0.316 of Pond 2W:Wetland Area E Peak Elev=128.76' Storage=35.665 cf Inflow=12.98 cfs 1.701 of Outflow=1.29 cfs 1.150 of ' Total Runoff Area = 68.529 ac Runoff Volume= 8.615 of Average Runoff Depth = 1.51" 74.67% Pervious= 51.170 ac 25.33% Impervious = 17.359 ac 1 tExisting Condition-01 Type ///24-hr 2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 1 E: Subcatchment 1 Runoff = 3.43 cfs @ 12.14 hrs, Volume= 0.280 af, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 76,063 77 Woods, Poor, HSG C ' 13,889 98 Paved parking & roofs 1,272 87 Dirt roads, HSG C 13,296 77 Brush, Poor, HSG C 104,520 80 Weighted Average 90,631 86.71% Pervious Area 13,889 13.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 50 0.1900 0.16 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 2.0 207 0.1159 1.70 Shallow Concentrated Flow, Shallow Conc. Flow Woodland Kv= 5.0 fps 2.4 243 0.1110 1.67 Shallow Concentrated Flow, Shallow Conc. Flow ' Woodland Kv= 5.0 fps 0.1 41 0.0976 5.03 Shallow Concentrated Flow, Rip-Rap Unpaved Kv= 16.1 fps ' 0.1 25 0.0928 6.18 Shallow Concentrated Flow, Sidewalk-Street Paved Kv= 20.3 fps 0.0 12 0.1090 14.98 11.76 Pipe Channel, 12" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.013 ' 9.7 578 Total Summary for Subcatchment 2aE: Subcatchment 2a ' Runoff = 1.93 cfs @ 12.20 hrs, Volume= 0.182 af, Depth= 1.27" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 50,403 77 Woods, Poor, HSG C 1,299 98 Paved parking & roofs 2,776 87 Dirt roads, HSG C 20,105 77 Brush, Poor, HSG C i' 74,583 78 Weighted Average 73,284 98.26% Pervious Area 1,299 1.74% Impervious Area Existing Condition-01 Type 11124-hr2-Year Rainfall=3.20" ' Prepared by (enter your company name here) Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 6 , Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 100 0.2870 0.22 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 2.3 131 0.0183 0.95 Shallow Concentrated Flow, Shallow Cone Short Grass Pasture Kv= 7.0 fps ' 2.1 141 0.0255 1.12 Shallow Concentrated Flow, Shallow Cone Short Grass Pasture Kv= 7.0 fps 1.6 112 0.2232 1.18 Shallow Concentrated Flow, Shallow Cone. Forest w/Heavy Litter Kv= 2.5 fps ' 0.7 128 0.0391 2.97 Shallow Concentrated Flow, Shallow Cone Grassed Waterway Kv= 15.0 fps 14.2 612 Total ' Summary for Subcatchment 2bE: Subcatchment 2b Runoff = 5.63 cfs @ 12.21 hrs, Volume= 0.537 af, Depth= 1.27" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" , Area (sf) CN Description 175,319 77 Woods, Poor, HSG C 7,251 98 Paved parking & roofs ' 6,673 87 Dirt roads, HSG C 31,329 77 Brush, Poor, HSG C 220,572 78 Weighted Average ' 213,321 96.71% Pervious Area 7,251 3.29% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (fUft) (ft/sec) (cfs) 13.4 100 0.0680 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" ' 1.2 115 0.1096 1.66 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps 14.6 215 Total Summary for Subcatchment 2cE: Subcatchment 2c 1 Runoff = 0.20 cfs @ 12.20 hrs, Volume= 0.019 af, Depth= 1.21" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area(so CN Description 8,004 77 Woods, Poor, HSG C 8,004 100.00% Pervious Area ' Existing Condition-01 Type /// 24-hr 2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 7 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 6.4 74 0.2392 0.19 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 6.1 26 0.0330 0.07 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 1.5 70 0.0250 0.79 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 14.0 170 Total Summary for Subcatchment ME: Subcatchment 2d ' Runoff = 0.30 cfs @ 12.28 hrs, Volume= 0.033 af, Depth= 1.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 14,045 77 Woods Poor HSG C 14,045 100.00% Pervious Area Tc Length Slope Velocity Capacity Description I , (min) (feet) (fUft) (fUsec) (cfs) 12.1 100 0.0880 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 44 0.2045 2.26 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 6.2 111 0.0144 0.30 Shallow Concentrated Flow, Shallow Conc. Forest w/Heavy Litter Kv= 2.5 fps ' 0.1 37 0.0110 5.62 4.42 Pipe Channel, 12" pipe 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.011 Concrete pipe, straight&clean 0.6 166 0.0970 4.67 Shallow Concentrated Flow, Shallow Conc ' Grassed Waterway Kv= 15.0 fps 19.3 458 Total ' - Summary for Subcatchment 3E: Subcatchment 3 Runoff - 7.71 cfs @ 12.38 hrs, Volume= 0.944 af, Depth= 1.40" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" ' Area (sf) CN Description 304,762 77 Woods, Poor, HSG C 47,396 98 Water Surface, HSG C 352,158 80 Weighted Average ' 304,762 86.54% Pervious Area 47,396 13.46% Impervious Area 1 Existing Condition-01 Type /// 24-hr 2-Year Rainfall=3.20" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 8 ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 100 0.0900 0.14 Sheet Flow, Sheet ' Woods: Light underbrush n= 0.400 P2= 3.10" 1.6 282 0.0400 3.00 Shallow Concentrated Flow, Shallow Conc Grassed Waterway Kv= 15.0 fps ' 13.9 349 0.0070 0.42 Shallow Concentrated Flow, Vernal Pool Woodland Kv= 5.0 fps 27.5 731 Total Summary for Subcatchment 4E: Subcatchment 4 Runoff = 5.56 cfs @ 12.31 hrs, Volume= 0.614 af, Depth= 2.08" ' Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (so CN Description 30,775 83 1/4 acre lots, 38% imp, HSG C 45,227 77 Woods, Poor, HSG C ' 78,271 98 Water Surface, HSG C 154,273 89 Weighted Average 64,308 41.68% Pervious Area 89,966 58.32% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) ' 2.3 33 0.2121 0.24 Sheet Flow, Sheet-Grass Grass: Dense n= 0.240 P2= 3.10" 17.8 67 0.0149 0.06 Sheet Flow, Sheet Woods , Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 117 0.0340 0.92 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 22.2 217 Total ' Summary for Subcatchment 5E: Subcatchment 5 Runoff = 11.26 cfs @ 12.31 hrs, Volume= 1.243 af, Depth= 1.61" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" ' Area (sf) CN Description 403,752 83 1/4 acre lots, 38% imp, HSG C , 250,326 62.00% Pervious Area 153,426 38.00% Impervious Area 1� 1 ' Existing Condition-01 Type 11124-hr 2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 9 1 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 14.6 100 0.0550 0.11 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 4.1 326 0.0706 1.33 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 0.6 140 0.0326 3.67 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 2.7 1,123 0.0240 7.03 5.52 Pipe Channel, 18" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' ' n= 0.013 Concrete pipe, bends &connections 0.2 72 0.0117 7.79 24.47 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim= 6.3' r- 0.50' ' n= 0.013 Concrete pipe bends &connections 22.2 1,761 Total Summary for Subcatchment 6E: Subcatchment 6 Runoff = 5.01 cfs @ 12.66 hrs, Volume= 0.791 af, Depth= 1.68" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description ' 59,165 83 1/4 acre lots, 38% imp, HSG C 108,567 77 Woods, Poor, HSG C 77,951 94 Urban commercial, 85% imp, HSG C ' 245,683 84 Weighted Average 156,942 63.88% Pervious Area 88,741 36.12% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.8 100 0.0200 0.08 Sheet Flow, Sheet i ' Woods: Light underbrush n= 0.400 P2= 3.10" 23.0 723 0.0110 0.52 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 2.3 571 0.0400 4.06 Shallow Concentrated Flow, Paved Paved Kv=20.3 fps 0.0 9 0.1367 16.77 13.17 Pipe Channel, 12" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' ' n= 0.013 Concrete pipe bends &connections 47.1 1,403 Total ' - Summary for Subcatchment 7E: Subcatchment 7 Runoff 21.22 cfs @ 12.45 hrs, Volume= 2.775 af, Depth= 1.54" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" 1 1 Existing Condition-01 Type 111 24-hr 2-Year Rainfall=3.20" Prepared by (enter your company name here) Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 10 Area (so CN Description 1 813,598 83 1/4 acre lots, 38% imp, HSG C 129,503 77 Woods, Poor, HSG C 943,101 82 Weighted Average 633,934 67.22% Pervious Area 309,167 32.78% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (fUsec) (cfs) 11.5 100 0.1000 0.15 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 20.6 1,385 0.0500 1.12 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 0.1 40 0.0100 7.20 22.62 Pipe Channel, 24" RCP , 24.0" Round Area= 3.1 sf Perim=6.3' r= 0.50' n= 0.013 32.2 1,525 Total Summary for Subcatchment 8E: Subcatchment 8 , Runoff = 4.16 cfs @ 12.36 hrs, Volume= 0.497 af, Depth= 1.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 2-Year Rainfall=3.20" Area (so CN Description , 177,338 77 Woods, Poor, HSG C 33,618 77 Brush, Poor, HSG C 1,032 87 Dirt roads, HSG C ' 2,496 98 Paved parking & roofs 214,484 77 Weighted Average 211,988 98.84% Pervious Area ' 2,496 1.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.4 100 0.0350 0.10 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 5.2 375 0.0579 1.20 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 2 i 2.4 56 0.1240 1.76 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 25.0 731 Total ' Summary for Subcatchment 9E: Subcatchment 9 Runoff = 6.26 cfs @ 12.30 hrs, Volume= 0.686 af, Depth= 1.47" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" , Existing Condition-01 Type 11124-hr2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 11 Area (sf) CN Description 192,020 77 Woods, Poor, HSG C 42,511 98 Paved parking & roofs ' 9,524 77 Brush, Poor HSG C 244,055 81 Weighted Average 201,544 82.58% Pervious Area ' 42,511 17.42% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 100 0.0610 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 199 0.0980 1.57 Shallow Concentrated Flow, Shallow Conc. ' Woodland Kv= 5.0 fps 2.3 148 0.0470 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 1.1 157 0.2100 2.29 Shallow Concentrated Flow, Shallow Concentrated Flow ' Woodland Kv= 5.0 fps 0.1 12 0.5830 3.82 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps ' 0.3 55 0.0470 3.49 Shallow Concentrated Flow, Shallow Concentrated Flow-grass Unpaved Kv= 16.1 fps 0.4 104 0.0540 4.72 Shallow Concentrated Flow, Shallow Conc. Pavement Paved Kv= 20.3 fps ' 1.1 185 0.0070 2.90 1.01 Pipe Channel, 8" CL 8.0" Round Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.013 0.1 68 0.0110 8.76 43.02 Pipe Channel, 30" CMP 30.0" Round Area=4.9 sf Perim= 7.9' r= 0.63' n= 0.013 ' 21.5 1,028 Total Summary for Subcatchment 10E: Subcatchment 10 Runoff = 0.04 cfs @ 12.19 hrs, Volume= 0.004 af, Depth= 1.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description ' 1,608 77 Woods, Poor HSG C 1,608 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.8 100 0.0930 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 1.4 194 0.2240 2.37 Shallow Concentrated Flow, Shallow Concentrated Flow _ Woodland Kv= 5.0 fps 13.2 294 Total 1 Existing Condition-01 Type /// 24-hr2-Year Rainfall=3.20" Prepared by {antr your company name here)} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 11E: Subcatchment 11 I Runoff = 0.10 cfs @ 12.20 hrs, Volume= 0.010 af, Depth= 1.21" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description ' 4,277 77 Woods, Poor, HSG C 4,277 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description {min) (feet) (ft/ft) (ft/sec) (cfs) 11.6 100 0.0970 0.14 Sheet Flow, Sheet Flow , Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 48 0.2000 2.24 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 2.1 131 0.0450 1.06 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 14.1 279 Total Summary for Reach 1 Ra: Intermittent Stream ' Inflow Area = 8.407 ac, 12.94% Impervious, Inflow Depth > 0.50" for 2-Year event Inflow = 0.49 cfs @ 16.66 hrs, Volume= 0.349 of Outflow = 0.49 cfs @ 16.74 hrs, Volume= 0.349 af, Atten= 0%, Lag= 5.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 0.53 fps, Min. Travel Time= 3.3 min Avg. Velocity= 0.34 fps, Avg. Travel Time= 5.2 min Peak Storage= 97 cf @ 16.69 hrs, Average Depth at Peak Storage= 0.12' ' Bank-Full Depth= 4.20', Capacity at Bank-Full= 1,215.71 cfs Custom cross-section, Length= 105.0' Slope= 0.0133 '/' (104 Elevation Intervals) Constant n= 0.050 Mountain streams w/lar a boulders 9 , Inlet Invert= 174.80', Outlet Invert= 173.40' 1 Existing Condition-01 Type /// 24-hr 2-Year Rainfall=3.20" Prepared by {enter your company name here) Printed 10/20/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 13 Offset Elevation Chan.Depth (feet) (feet) (feet) -31.83 4.20 0.00 -26.08 3.20 1.00 -22.04 2.20 2.00 -17.79 1.20 3.00 ' -13.00 0.20 4.00 0.00 0.00 4.20 13.00 0.20 4.00 17.79 1.20 3.00 ' 22.04 2.20 2.00 26.08 3.20 1.00 31.83 4.20 0.00 ' Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 0.0 0 0.00 ' 0.20 2.6 26.0 273 1.92 1.20 33.4 35.8 3,506 109.41 2.20 73.2 44.5 7,688 350.10 ' 3.20 121.3 52.8 12,741 724.75 4.20 179.3 64.5 18,821 1,215.71 Summary for Reach 1 Rb: Intermittent Stream ' Inflow Area = 0.184 ac, 0.00% Impervious, Inflow Depth = 1.21" for 2-Year event Inflow = 0.20 cfs @ 12.20 hrs, Volume= 0.019 of Outflow = 0.19 cfs @ 12.26 hrs, Volume= 0.019 af, Atten= 2%, Lag= 3.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 0.75 fps, Min. Travel Time= 1.9 min ' Avg. Velocity= 0.37 fps, Avg. Travel Time= 3.8 min Peak Storage= 22 cf @ 12.23 hrs, Average Depth at Peak Storage= 0.13' Bank-Full Depth= 3.60', Capacity at Bank-Full= 973.97 cfs Custom cross-section, Length= 85.0' Slope= 0.0235 '/' (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders ' Inlet Invert= 175.40', Outlet Invert= 173.40' Existing Condition-01 Type 111 24-hr 2-Year Rainfall=3.20" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 14 Offset Elevation Chan.Depth ' (feet) (feet) (feet) -32.87 179.00 0.00 -23.63 178.00 1.00 ' -19.38 177.00 2.00 -9.27 176.00 3.00 0.00 175.40 3:60 , 9.27 176.00 3.00 19.38 177.00 2.00 23.63 178.00 1.00 32.87 179.00 0.00 ' Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs.) ' 0.00 0.0 0.0 0 0.00 0.60 5.6 18.6 473 11.35 1.60 34.2 38.9 2,908 143.18 2.60 77.2 47.6 6,564 485.85 ' 3.60 133.7 66.2 11,366 973.97 Summary for Reach 1 Rc: Intermittent Stream ' Inflow Area = 13.654 ac, 9.19% Impervious, Inflow Depth > 0.80" for 2-Year event Inflow = 5.98 cfs @ 12.21 hrs, Volume= 0.905 of Outflow = 5.79 cfs @ 12.31 hrs, Volume= 0.905 af, Atten= 3%, Lag= 5.5 min ' Routing by Stor-Ind+Trans method, Time Span=0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 3.19 fps, Min. Travel Time= 3.0 min Avg. Velocity = 1.22 fps, Avg. Travel Time= 7.8 min Peak Storage= 1,040 cf @ 12.26 hrs, Average Depth at Peak Storage= 0.53' Bank-Full Depth= 3.20', Capacity at Bank-Full= 740.66 cfs Custom cross-section, Length= 573.0' Slope= 0.0740 '/' (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 173.40', Outlet Invert= 131.00' ' Existing Condition-01 Type 111 24-hr 2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 15 Offset Elevation Chan.Depth (feet) (feet) (feet) -18.82 3.20 0.00 -13.54 2.20 1.00 -8.63 1.20 2.00 -1.17 0.20 3.00 ' 0.00 0.00 3.20 1.17 0.20 3.00 8.63 1.20 2.00 13.54 2.20 1.00 ' 18.82 3.20 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-fl) (feet) (cubic-feet) (cfs) 0.00 0.0 0.0 0 0.00 0.20 0.2 2.4 134 0.40 1.20 10.0 17.4 5,749 56.14 ' 2.20 32.2 27.4 18,453 289.61 3.20 64.6 38.2 36,995 740.66 ' Summary for Reach 2R: Wetland Area E Outlet Inflow Area = 18.908 ac, 17.72% Impervious, Inflow Depth > 0.73" for 2-Year event Inflow = 1.29 cfs @ 14.28 hrs, Volume= 1.150 of ' Outflow = 1.29 cfs @ 14.39 hrs, Volume= 1.150 af, Atten= 0%, Lag= 6.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 1.54 fps, Min. Travel Time= 3.6 min Avg. Velocity= 1.07 fps, Avg. Travel Time= 5.1 min Peak Storage= 277 cf @ 14.33 hrs, Average Depth at Peak Storage= 0.14' ' Bank-Full Depth= 5.40', Capacity at Bank-Full=6,334.34 cfs Custom cross-section, Length= 331.0' Slope= 0.0539T (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 128.60', Outlet Invert= 110.77' Existing Condition-01 Type /// 24-hr 2-Year Rainfall=3.20" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 16 Offset Elevation Chan.Depth ' (feet) (feet) (feet) -67.70 134.00 0.00 -58.00 133.00 1.00 ' -52.50 132.00 2.00 -47.50 131.00 3.00 -16.00 130.00 4.00 ' -8.00 129.00 5.00 -2.00 128.60 5.40 2.00 128.60 5.40 8.00 129.00 5.00 ' 16.00 130.00 4.00 47.50 131.00 3.00 52.50 132.00 2.00 58.00 133.00 1.00 ' 67.50 134.00 0.00 Depth End Area Perim. Storage Discharge , (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 4.0 0 0.00 0.40 4.0 16.0 1,324 10.94 1.40 28.0 32.2 9,269 175.53 ' 2.40 91.5 95.2 30,287 614.76 3.40 191.5 105.4 63,387 1,967.07 4.40 302.0 116.6 99,962 3,929.64 , 5.40 427.6 135.9 141,536 6,334.34 Summary for Reach 3R: 24" RCP Under Highland Ave. Inflow Area= 21.308 ac, 17.22% Impervious, Inflow Depth > 0.81" for 2-Year event , Inflow = 3.43 cfs @ 12.14 hrs, Volume= 1.430 of Outflow = 3.43 cfs @ 12.14 hrs, Volume= 1.430 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 8.02 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.58 fps, Avg. Travel Time= 0.3 min Peak Storage= 30 cf @ 12.14 hrs, Average Depth at Peak Storage= 0.39' Bank-Full Depth=2.00', Capacity at Bank-Full=41.71 cfs 24.0" Round Pipe n= 0.013 Concrete pipe, bends & connections Length= 70.0' Slope= 0.03407 t Inlet Invert= 105.77', Outlet Invert= 103.39' 1 ' Existing Condition-01 Type /// 24-hr 2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 17 ' Summary for Reach 4R: 24" RCP Highland Ave to Coolidge ' Inflow Area = 26.948 ac, 21.17% Impervious, Inflow Depth > 0.99" for 2-Year event Inflow 5.87 cfs @ 12.56 hrs, Volume= 2.221 of Outflow 5.85 cfs @ 12.66 hrs, Volume= 2.221 af, Atten= 0%, Lag= 6.3 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.95 fps, Min. Travel Time= 3.0 min Avg. Velocity= 2.46 fps, Avg. Travel Time= 7.2 min Peak Storage= 1,045 cf @ 12.61 hrs, Average Depth at Peak Storage= 0.70' Bank-Full Depth= 2.00', Capacity at Bank-Full= 22.13 cfs ' 24.0" Round Pipe n= 0.013 Concrete pipe, bends&connections Length= 1,062.0' Slope= 0.0096 '/' Inlet Invert= 103.29', Outlet Invert= 93.13' ' Summary for Reach PA1: Point of Analysis 1 Inflow Area = 57.867 ac, 28.21% Impervious, Inflow Depth > 1.29" for 2-Year event Inflow 36.40 cfs @ 12.41 hrs, Volume= 6.239 of Outflow - 36.40 cfs @ 12.41 hrs, Volume= 6.239 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Reach PA2: Point of Analysis 2 ' Inflow Area = 4.924 ac, 1.16% Impervious, Inflow Depth = 1.21" for 2-Year event Inflow = 4.16 cfs @ 12.36 hrs, Volume= 0.497 of ' Outflow = 4.16 cfs @ 12.36 hrs, Volume= 0.497 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Reach PA3: Point of Analysis 3 Inflow Area = 5.603 ac, 17.42% Impervious, Inflow Depth = 1.47" for 2-Year event Inflow _ 6.26 cfs @ 12.30 hrs, Volume= 0.686 of Outflow 6.26 cfs @ 12.30 hrs, Volume= 0.686 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 1 Existing Condition-01 Type /// 24-hr 2-Year Rainfall=3.20" , Prepared by(enter your company name here) Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 18 Summary for Reach PA4: Point of Analysis 4 ' Inflow Area = 0.037 ac, 0.00% Impervious, Inflow Depth = 1.21" for 2-Year event ' Inflow = 0.04 cfs @ 12.19 hrs, Volume= 0.004 of Outflow = 0.04 cfs @ 12.19 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Reach PAS: Point of Analysis 5 Inflow Area = 0.098 ac, 0.00% Impervious, Inflow Depth = 1.21" for 2-Year event ' Inflow = 0.10 cfs @ 12.20 hrs, Volume= 0.010 of Outflow = 0.10 cfs @ 12.20 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Pond 1W: Wetland Area D ' Inflow Area= 8.084 ac, 13.46% Impervious, Inflow Depth = 1.40" for 2-Year event Inflow = 7.71 cfs @ 12.38 hrs, Volume= 0.944 of Outflow = 0.48 cfs @ 16.67 hrs, Volume= 0.316 af, Atten= 94%, Lag= 257.6 min , Primary = 0.48 cfs @ 16.67 hrs, Volume= 0.316 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs , Peak Elev= 174.89' @ 16.67 hrs Surf.Area=46,588 sf Storage= 31,068 cf Plug-Flow detention time= 533.3 min calculated for 0.316 of(34% of inflow) , Center-of-Mass det. time= 399.5 min ( 1,262.2 -862.7 ) Volume Invert Avail.Storage Storage Description ' #1 174.20' 165,452 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 174.20 43,359 0 0 175.00 47,098 36,183 36,183 176.00 59,570 53,334 89,517 , 177.00 92,301 75,936 165,452 Device Routing Invert Outlet Devices #1 Primary 174.80' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) , Head (feet) 0.00 0.20 1.20 2.20 3.20 4.20 Width (feet) 0.00 25.99 35.58 44.08 52.15 63.66 #2 Secondary 175.40' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) ' Head (feet) 0.00 0.60 1.60 2.60 3.60 Width (feet) 0.00 18.54 38.75 47.25 65.73 1 1 Existing Condition-01 Type 11124-hr2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 19 ' Primary OutFlow Max=0.42 cfs @ 16.67 hrs HW=174.89' (Free Discharge) t1=Custom Weir/Orifice (Weir Controls 0.42 cfs @ 0.79 fps) ' Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=174.20' (Free Discharge) 2=Custom Weir/Orifice ( Controls 0.00 cfs) ' Summary for Pond 2W: Wetland Area E ' Inflow Area = 18.908 ac, 17.729% Impervious, Inflow Depth > 1.08" for 2-Year event Inflow 12.98 cfs @ 12.29 hrs, Volume= 1.701 of Outflow 1.29 cfs @ 14.28 hrs, Volume= 1.150 af, Atten= 90%, Lag= 119.4 min Primary = 1.29 cfs @ 14.28 hrs, Volume= 1.150 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 128.76' @ 14.28 hrs Surf.Area= 77,465 sf Storage= 35,665 cf ' Plug-Flow detention time= 430.4 min calculated for 1.150 of(68% of inflow) Center-of-Mass det. time= 277.9 min ( 1,204.8 -926.9 ) ' Volume Invert Avail.Storage Storage Description #1 127.00' 230,600 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 127.00 106 0 0 128.00 469 288 288 128.60 76,102 22,971 23,259 129.00 79,477 31,116 54,375 130.00 88,069 83,773 138,148 131.00 96,836 92,453 230,600 ' Device Routing Invert Outlet Devices #1 Primary 128.60' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) ' Head (feet) 0.00 0.40 1.40 2.40 3.40 4.40 5.40 Width (feet) 4.00 16.00 32.00 95.00 105.00 116.00 133.00 Primary OutFlow Max=1.26 cfs @ 14.28 hrs HW=128.76' (Free Discharge) ' 't 1=Custom Weir/Orifice (Weir Controls 1.26 cfs @ 1.22 fps) 1 Existing Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 20 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points ' Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlE: Subcatchmentl RunoffArea=104.520 sf 13.29% Impervious Runoff Depth=2.55" ' Flow Length=578' To--9.7 min CN=80 Runoff=6.32 cfs 0.509 of Subcatchment2aE:Subcatchment2a Runoff Area=74.583 sf 1.74% Impervious Runoff Depth=2.38" ' Flow Length--612' Tc=14.2 min CN=78 Runoff=3.68 cfs 0.339 of Subcatchment2bE: Subcatchment2b Runoff Area=220.572 sf 3.29% Impervious Runoff Depth=2.38" , Flow Length=215' Tc=14.6 min CN=78 Runoff=10.76 cfs 1.002 of Subcatchment2cE: Subcatchment2c Runoff Area=8,004 sf 0.00% Impervious Runoff Depth=2.29" Flow Length=170' Tc=14.0 min CN=77 Runoff=0.38 cfs 0.035 of , Subcatchment2dE:Subcatchment2d Runoff Area=14.045 sf 0.00% Impervious Runoff Depth=2.29" Flow Length=458' Tc=19.3 min CN=77 Runoff=0.59 cfs 0.062 of ' Subcatchment3E: Subcatchment3 Runoff Area=352.158 sf 13.46% Impervious Runoff Depth=2.55" Flow Length=731' Tc=27.5 min CN=80 Runoff=14.22 cfs 1.716 of Subcatchment4E: Subcatchment4 Runoff Area=154,273 sf 58.32% Impervious Runoff Depth=3.39" ' Flow Length=217' Tc=22.2 min CN=89 Runoff=8.92 cfs 1.001 of Subcatchment6E: Subcatchment5 RunoffArea=403.752 sf 38.00% Impervious Runoff Depth=2.81" , Flow Length=1,761' Tc=22.2 min CN=83 Runoff=19.75 cfs 2.174 of Subcatchment6E: Subcatchment6 Runoff Area=245.683 sf 36.12% Impervious Runoff Depth=2.91" , Flow Length=1,403' Tc=47.1 min CN=84 Runoff=8.68 cfs 1.366 of Subcatchment7E: Subcatchment7 Runoff Area=943.101 sf 32.78% Impervious Runoff Depth=2.72" Flow Length=1,525' Tc=32.2 min CN=82 Runoff--37.80 cfs 4.915 of ' Subcatchment8E: Subcatchment8 Runoff Area=214.484 sf 1.16% Impervious Runoff Depth=2.29" Flow Length=731' Tc=25.0 min CN=77 Runoff=8.09 cfs 0.940 of ' Subcatchment9E: Subcatchment9 Runoff Area=244.055 sf 17.42% Impervious Runoff Depth=2.63" Flow Length=1,028' Tc=21.5 min CN=81 Runoff=11.34 cfs 1.230 of Subcatchment10E:Subcatchmentl0 Runoff Area=1,608 sf 0.00% Impervious Runoff Depth=2.29" ' Flow Length=294' Tc=13.2 min CN=77 Runoff=0.08 cfs 0.007 of Subcatchmentl1E:Subcatchmentll Runoff Area=4,277 sf 0.00% Impervious RunoffDepth=2.29" ' Flow Length=279' Tc=14.1 min CN=77 Runoff=0.20 cfs 0.019 of Reach 1Ra: Intermittent Stream Avg. Depth=0.26' Max Vel=1.02 fps Inflow=4.37 cfs 1.149 of ' n=0.050 L=105.0' S=0.0133'/' Capacity=1,215.71 cfs Outflow=4.37 cfs 1.149 of Reach 1Rb: Intermittent Stream Avg. Depth=0.17' Max Vel=0.88 fps Inflow=0.38 cfs 0.035 of n=0.050 L=85.0' S=0.0235'1' Capacity=973.97 cfs Outflow=0.38 cfs 0.035 of ' Existing Condition-01 Type /// 24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD0 9.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 21 ' Reach 1 Rc: Interm ittent Stream Avg. Depth=0.67' Max Vel=3.75 fps Inflow=11.54 cfs 2.187 of n=0.050 L=573.0' S=0.0740'/' Capacity=740.66 cfs Outflow=11.25 cfs 2.186 of Reach 2R:Wetland Area E Outlet Avg. Depth=0.33' Max Vel=2.45 fps Inflow=7.19 cfs 2.975 of n=0.050 L=331.0' S=0.0539'f Capacity=6,334.34 cfs Outflow=7.18 cfs 2.975 of ' Reach 3R: 24" RCP Under Highland Ave. Avg. Depth=0.59' Max Vel=10.17 fps Inflow=7.79 cfs 3.484 of 24.0" Round Pipe n=0.013 L=70.0' S=0.0340'P Capacity=41.71 cfs Outflow=7.79 cfs 3.484 of Reach 4R: 24" RCP Highland Ave to Avg. Depth=1.21' Max Vel=7.58 fps Inflow=15.16 cfs 4.851 of 24.0" Round Pipe n=0.013 L=1,062.0' S=0.0096'P Capacity=22.13 cfs Outflow=15.10 cfs 4.850 of Reach PA7: Point of Analysis 1 Inflow=65.09 cfs 11.939 of Outflow=65.09 cfs 11.939 of Reach PA2: Point of Analysis 2 Inflow=8.09 cfs 0.940 of Outflow=8.09 cfs 0.940 of Reach PA3: Point of Analysis 3 Inflow=11.34 cfs 1.230 of Outflow=11.34 cfs 1.230 of ' Reach PA4: Point of Analysis 4 Inflow=0.08 cfs 0.007 of Outflow=0.08 cfs 0.007 of ' Reach PA5: Point of Analysis 5 Inflow=0.20 cfs 0.019 of Outflow=0.20 cfs 0.019 of Pond 1 W:Wetland Area D Peak EIev=175.03' Storage=37.511 cf Inflow=14.22 cfs 1.716 of Primary=4.25 cfs 1.088 of Secondary=0.00 cfs 0.000 of Outflow=4.25 cfs 1.088 of Pond 2W:Wetland Area E Peak EIev=129.00' Storage=54.141 cf Inflow=23.35 cfs 3.526 of Outflow=7.19 cfs 2.975 of Total Runoff Area = 68.529 ac Runoff Volume= 15.315 of Average Runoff Depth = 2.68" 74.67% Pervious = 51.170 ac 25.33% Impervious = 17.359 ac Existing Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" , Prepared by {enter your company name here} Printed 10/20/2010 HydroCADO 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 1 E: Subcatchment 1 ' Runoff = 6.32 cfs @ 12.14 hrs, Volume= 0.509 af, Depth= 2.55" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description ' 76,063 77 Woods, Poor, HSG C 13,889 98 Paved parking & roofs ' 1,272 87 Dirt roads, HSG C 13,296 77 Brush, Poor, HSG C 104,520 80 Weighted Average 90,631 86.71% Pervious Area ' 13,889 13.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 5.1 50 0.1900 0.16 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 2.0 207 0.1159 1.70 Shallow Concentrated Flow, Shallow Conc. Flow ' Woodland Kv= 5.0 fps 2.4 243 0.1110 1.67 Shallow Concentrated Flow, Shallow Conc. Flow Woodland Kv= 5.0 fps 0.1 41 0.0976 5.03 Shallow Concentrated Flow, Rip-Rap Unpaved Kv= 16.1 fps , 0.1 25 0.0928 6.18 Shallow Concentrated Flow, Sidewalk-Street Paved Kv= 20.3 fps , 0.0 12 0.1090 14.98 11.76 Pipe Channel, 12" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r-- 0.25' n= 0.013 9.7 578 Total Summary for Subcatchment 2aE: Subcatchment 2a Runoff = 3.68 cfs @ 12.20 hrs, Volume= 0.339 af, Depth= 2.38" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description 50,403 77 Woods, Poor, HSG C 1,299 98 Paved parking & roofs ' 2,776 87 Dirt roads, HSG C 20,105 77 Brush, Poor, HSG C 74,583 78 Weighted Average ' 73,284 98.26% Pervious Area 1,299 1.74% Impervious Area t 1 ' Existing Condition-01 Type 111 24-hr 10-Year Rainfal1=4.60" Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 23 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 7.5 100 0.2870 0.22 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 2.3 131 0.0183 0.95 Shallow Concentrated Flow, Shallow Conc Short Grass Pasture Kv= 7.0 fps I , 2.1 141 0.0255 1.12 Shallow Concentrated Flow, Shallow Conc Short Grass Pasture Kv= 7.0 fps 1.6 112 0.2232 1.18 Shallow Concentrated Flow, Shallow Conc. Forest w/Heavy Litter Kv=2.5 fps ' 0.7 128 0.0391 2.97 Shallow Concentrated Flow, Shallow Conc Grassed Waterway Kv= 15.0 fps 14.2 612 Total tSummary for Subcatchment 2bE: Subcatchment 2b ' Runoff = 10.76 cfs @ 12.20 hrs, Volume= 1.002 af, Depth= 2.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description 175,319 77 Woods, Poor, HSG C 7,251 98 Paved parking & roofs 6,673 87 Dirt roads, HSG C 31,329 77 Brush, Poor, HSG C 220,572 78 Weighted Average 213,321 96.71% Pervious Area 7,251 3.29% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (fUft) (fUsec) (cfs) 13.4 100 0.0680 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" ' 1.2 115 0.1096 1.66 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 14.6 215 Total ' Summary for Subcatchment 2cE: Subcatchment 2c Runoff = 0.38 cfs @ 12.20 hrs, Volume= 0.035 af, Depth= 2.29" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" I ' Area (so CN Description 8,004 77 Woods, Poor, HSG C 8,004 100.00% Pervious Area Existing Condition-01 Type /// 24-hr 10-Year Rainfall=4.60" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 24 Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 6.4 74 0.2392 0.19 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 6.1 26 0.0330 0.07 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 1.5 70 0.0250 0.79 Shallow Concentrated Flow, Shallow Conc , Woodland Kv= 5.0 fps 14.0 170 Total Summary for Subcatchment 2dE: Subcatchment 2d ' Runoff = 0.59 cfs @ 12.27 hrs, Volume= 0.062 af, Depth= 2.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description , 14,045 77 Woods, Poor, HSG C 14,045 100.00% Pervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (fUft) (fUsec) (cfs) 12.1 100 0.0880 0.14 Sheet Flow, Sheet Flow , Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 44 0.2045 2.26 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 6.2 111 0.0144 0.30 Shallow Concentrated Flow, Shallow Conc. , Forest w/Heavy Litter Kv= 2.5 fps 0.1 37 0.0110 5.62 4.42 Pipe Channel, 12" pipe 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' ' n= 0.011 Concrete pipe, straight&clean 0.6 166 0.0970 4.67 Shallow Concentrated Flow, Shallow Conc Grassed Waterway Kv= 15.0 fps 19.3 458 Total ' Summary for Subcatchment 3E: Subcatchment 3 Runoff = 14.22 cfs @ 12.38 hrs, Volume= 1.716 af, Depth= 2.55" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" , Area (sf) CN Description 304,762 77 Woods, Poor, HSG C ' 47,396 98 Water Surface, HSG C 352,158 80 Weighted Average 304,762 86.54% Pervious Area 47,396 13.46% Impervious Area , 1 ' Existing Condition-01 Type Ill 24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 25 ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 100 0.0900 0.14 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 1.6 282 0.0400 3.00 Shallow Concentrated Flow, Shallow Cone Grassed Waterway Kv= 15.0 fps ' 13.9 349 0.0070 0.42 Shallow Concentrated Flow,Vernal Pool Woodland Kv= 5.0 fps 27.5 731 Total ' Summary for Subcatchment 4E: Subcatchment 4 Runoff = 8.92 cfs @ 12.30 hrs, Volume= 1.001 af, Depth= 3.39" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" ' Area (sf) CN Description 30,775 83 1/4 acre lots, 38% imp, HSG C 45,227 77 Woods, Poor, HSG C ' 78,271 98 Water Surface, HSG C 154,273 89 Weighted Average 64,308 41.68% Pervious Area ' 89,966 58.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (fUsec) (cfs) ' 2.3 33 0.2121 0.24 Sheet Flow, Sheet-Grass Grass: Dense n= 0.240 P2= 3.10" 17.8 67 0.0149 0.06 Sheet Flow, Sheet Woods Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 117 0.0340 0.92 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps 22.2 217 Total ' Summary for Subcatchment 5E: Subcatchment 5 ' Runoff = 19.75 cfs @ 12.31 hrs, Volume= 2.174 af, Depth= 2.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description 403,752 83 1/4 acre lots, 38% imp, HSG C ' 250,326 62.00% Pervious Area 153,426 38.00% Impervious Area 1 Existing Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" ' Prepared by (enter your company name here) Printed 10/20/2010 HydroCADV 9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 26 Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (fUsec) (cfs) 14.6 100 0.0550 0.11 Sheet Flow, Sheet ' Woods: Light underbrush n= 0.400 P2= 3.10" 4.1 326 0.0706 1.33 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps 0.6 140 0.0326 3.67 Shallow Concentrated Flow, Paved ' Paved Kv= 20.3 fps 2.7 1,123 0.0240 7.03 5:52 Pipe Channel, 18" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete pipe, bends &connections ' 0.2 72 0.0117 7.79 24.47 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.013 Concrete pipe, bends &connections ' 22.2 1,761 Total Summary for Subcatchment 6E: Subcatchment 6 Runoff = 8.68 cfs @ 12.62 hrs, Volume= 1.366 af, Depth= 2.91" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description 59,165 83 1/4 acre lots, 38% imp, HSG C , 108,567 77 Woods, Poor, HSG C 77,951 94 Urban commercial, 85% imp, HSG C 245,683 84 Weighted Average , 156,942 63.88% Pervious Area 88,741 36.12% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (fUft) (ft/sec) (cfs) 21.8 100 0.0200 0.08 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" , 23.0 723 0.0110 0.52 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps 2.3 571 0.0400 4.06 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps ' 0.0 9 0.1367 16.77 13.17 Pipe Channel, 12" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete pipe, bends &connections ' 47.1 1,403 Total Summary for Subcatchment 7E: Subcatchment 7 ' Runoff = 37.80 cfs @ 12.45 hrs, Volume= 4.915 af, Depth= 2.72" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 10-Year Rainfall=4.60" t Existing Condition-01 Type ///24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 27 Area (sf) CN Description 813,598 83 1/4 acre lots, 38% imp, HSG C 129,503 77 Woods, Poor, HSG C ' 943,101 82 Weighted Average 633,934 67.22% Pervious Area 309,167 32.78% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ftfft) (ft/sec) (cfs) ' 11.5 100 0.1000 0.15 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 20.6 1,385 0.0500 1.12 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 0.1 40 0.0100 7.20 22.62 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.013 32.2 1,525 Total ' Summary for Subcatchment 8E: Subcatchment 8 Runoff = 8.09 cfs @ 12.36 hrs, Volume= 0.940 af, Depth= 2.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" ' Area (sf) CN Description 177,338 77 Woods, Poor, HSG C 33,618 77 Brush, Poor, HSG C ' 1,032 87 Dirt roads, HSG C 2,496 98 Paved parking & roofs 214,484 77 Weighted Average ' 211,988 98.84% Pervious Area 2,496 1.16% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (f/ft) (ft/sec) (cfs) 17.4 100 0.0350 0.10 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" ' 5.2 375 0.0579 1.20 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 2.4 256 0.1240 1.76 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 25.0 731 Total Summary for Subcatchment 9E: Subcatchment 9 ' Runoff = 11.34 cfs @ 12.30 hrs, Volume= 1.230 af, Depth= 2.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 10-Year Rainfall=4.60" Existing Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" , Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 28 Area (so CN Description ' 192,020 77 Woods, Poor, HSG C 42,511 98 Paved parking & roofs 9,524 77 Brush, Poor, HSG C ' 244,055 81 Weighted Average 201,544 82.58% Pervious Area 42,511 17.42% Impervious Area , Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 14.0 100 0.0610 0.12 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 199 0.0980 1.57 Shallow Concentrated Flow, Shallow Conc. Woodland Kv= 5.0 fps , 2.3 148 0.0470 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 1.1 157 0.2100 2.29 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps , 0.1 12 0.5830 3.82 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.3 55 0.0470 3.49 Shallow Concentrated Flow, Shallow Concentrated Flow-grass' Unpaved Kv= 16.1 fps 0.4 104 0.0540 4.72 Shallow Concentrated Flow, Shallow Conc. Pavement Paved Kv= 20.3 fps 1.1 185 0.0070 2.90 1.01 Pipe Channel, 8" CL , 8.0" Round Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.013 0.1 68 0.0110 8.76 43.02 Pipe Channel, 30" CMP 30.0" Round Area=4.9 sf Perim= 7.9' r= 0.63' n= 0.013 21.5 1,028 Total ' Summary for Subcatchment 10E: Subcatchment 10 Runoff = 0.08 cfs @ 12.19 hrs, Volume= 0.007 af, Depth= 2.29" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description 1,608 77 Woods, Poor, HSG C ' 1,608 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 11.8 100 0.0930 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 1.4 194 0.2240 2.37 Shallow Concentrated Flow, Shallow Concentrated Flow , Woodland Kv= 5.0 fps 13.2 294 Total ' Existing Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 29 lilt Summary for Subcatchment 11 E: Subcatchment 11 II , Runoff = 0.20 cfs @ 12.20 hrs, Volume= 0.019 af, Depth= 2.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" ' Area (sf) CN Description 4,277 77 Woods, Poor, HSG C 4,277 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 11.6 100 0.0970 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 48 0.2000 2.24 Shallow Concentrated Flow, Shallow Conc ' Woodland Kv= 5.0 fps 2.1 131 0.0450 1.06 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 14.1 279 Total ' Summary for Reach 1 Ra: Intermittent Stream Inflow Area= 8.407 ac, 12.94% Impervious, Inflow Depth > 1.64" for 10-Year event Inflow 4.37 cfs @ 13.01 hrs, Volume= 1.149 of Outflow = 4.37 cfs @ 13.05 hrs, Volume= 1.149 af, Atten= 0%, Lag= 2.8 min Routing by Star-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 1.02 fps, Min. Travel Time= 1.7 min Avg. Velocity = 0.39 fps, Avg. Travel Time=4.5 min ' Peak Storage= 449 cf @ 13.02 hrs, Average Depth at Peak Storage= 0.26' Bank-Full Depth=4.20', Capacity at Bank-Full= 1,215.71 cfs Custom cross-section, Length= 105.0' Slope= 0.01337 (104 Elevation Intervals) Constant n= 0.050 Mountain streams wharge boulders Inlet Invert= 174.80', Outlet Invert= 173.40' 1 Existing Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD(D9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 30 Offset Elevation Chan.Depth , (feet) (feet) (feet) -31.83 4.20 0.00 ' -26.08 3.20 1.00 -22.04 2.20 2.00 -17.79 1.20 3.00 -13.00 0.20 4.00 , 0.00 0.00 4.20 13.00 0.20 4.00 17.79 1.20 3.00 22.04 2.20 2.00 ' 26.08 3.20 1.00 31.83 4.20 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 0.0 0 0.00 0.20 2.6 26.0 273 1.92 ' 1.20 33.4 35.8 3,506 109.41 2.20 73.2 44.5 7,688 350.10 3.20 121.3 52.8 12,741 724.75 , 4.20 179.3 64.5 18,821 1,215.71 Summary for Reach 1 Rb: Intermittent Stream Inflow Area = 0.184 ac, 0.00% Impervious, Inflow Depth = 2.29" for 10-Year event Inflow = 0.38 cfs @ 12.20 hrs, Volume= 0.035 of Outflow = 0.38 cfs @ 12.24 hrs, Volume= 0.035 af, Atten= 1%, Lag=2.9 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 0.88 fps, Min. Travel Time= 1.6 min Avg. Velocity = 0.41 fps, Avg. Travel Time= 3.4 min ' Peak Storage= 37 cf @ 12.22 hrs, Average Depth at Peak Storage= 0.17' Bank-Full Depth= 3.60', Capacity at Bank-Full= 973.97 cfs Custom cross-section, Length= 85.0' Slope= 0.0235 '/' (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 175.40', Outlet Invert= 173.40' ' 1 ' Existing Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 31 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -32.87 179.00 0.00 ' -23.63 178.00 1.00 -19.38 177.00 2.00 -9.27 176.00 3.00 ' 0.00 175.40 3.60 9.27 176.00 3.00 19.38 177.00 2.00 23.63 178.00 1.00 ' 32.87 179.00 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 0.0 0 0.00 0.60 5.6 18.6 473 11.35 1.60 34.2 38.9 2,908 143.18 t 2.60 77.2 47.6 6,564 485.85 3.60 133.7 66.2 11,366 973.97 ' Summary for Reach 1 Re: Intermittent Stream Inflow Area = 13.654 ac, 9.19% Impervious, Inflow Depth > 1.92" for 10-Year event Inflow = 11.54 cfs @ 12.21 hrs, Volume= 2.187 of Outflow = 11.25 cfs @ 12.28 hrs, Volume= 2.186 af, Atten= 3%, Lag= 4.5 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 3.75 fps, Min. Travel Time= 2.5 min Avg. Velocity = 1.37 fps, Avg. Travel Time= 7.0 min Peak Storage= 1,718 cf @ 12.24 hrs, Average Depth at Peak Storage= 0.67' ' Bank-Full Depth= 3.20', Capacity at Bank-Full= 740.66 cfs Custom cross-section, Length= 573.0' Slope= 0.0740 '/' (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders ' Inlet Invert= 173.40', Outlet Invert= 131.00' 1 Existing Condition-01 Type ///24-hr 10-Year Rainfall=4.60" , Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 32 Offset Elevation Chan.Depth ' (feet) (feet) (feet) -18.82 3.20 0.00 -13.54 2.20 1.00 , -8.63 1.20 2.00 -1.17 0.20 3.00 0.00 0.00 3.20 , 1.17 0.20 3.00 8.63 1.20 2.00 13.54 2.20 1.00 18.82 3.20 0.00 ' Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) , 0.00 0.0 0.0 0 0.00 0.20 0.2 2.4 134 0.40 1.20 10.0 17.4 5,749 56.14 2.20 32.2 27.4 18,453 289.61 ' 3.20 64.6 38.2 36,995 740.66 Summary for Reach 2R: Wetland Area E Outlet ' Inflow Area = 18.908 ac, 17.72% Impervious, Inflow Depth > 1.89" for 10-Year event Inflow = 7.19 cfs @ 13.29 hrs, Volume= 2.975 of Outflow = 7.18 cfs @ 13.36 hrs, Volume= 2.975 af, Atten= 0%, Lag= 3.9 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 2.45 fps, Min. Travel Time= 2.3 min ' Avg. Velocity= 1.22 fps, Avg. Travel Time= 4.5 min Peak Storage= 971 cf @ 13.32 hrs, Average Depth at Peak Storage= 0.33' Bank-Full Depth= 5.40', Capacity at Bank-Full= 6,334.34 cfs , Custom cross-section, Length= 331.0' Slope= 0.05397' (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 128.60', Outlet Invert= 110.77' , ' Existing Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by (enter your company name here) Printed 10/20/2010 ' HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 33 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -67.70 134.00 0.00 -58.00 133.00 1.00 -52.50 132.00 2.00 ' -47.50 131.00 3.00 -16.00 130.00 4.00 -8.00 129.00 5.00 -2.00 128.60 5.40 ' 2.00 128.60 5.40 8.00 129.00 5.00 16.00 130.00 4.00 47.50 131.00 3.00 52.50 132.00 2.00 58.00 133.00 1.00 67.50 134.00 0.00 Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 4.0 0 0.00 ' 0.40 4.0 16.0 1,324 10.94 1.40 28.0 32.2 9,269 175.53 2.40 91.5 95.2 30,287 614.76 1 3.40 191.5 105.4 63,387 1,967.07 4.40 302.0 116.6 99,962 3,929.64 5.40 427.6 135.9 141,536 6,334.34 Summary for Reach 3R: 24" RCP Under Highland Ave. Inflow Area = 21.308 ac, 17.22% Impervious, Inflow Depth > 1.96" for 10-Year event ' Inflow 7.79 cfs @ 13.33 hrs, Volume= 3.484 of Outflow 7.79 cfs @ 13.34 hrs, Volume= 3.484 af, Atten= 0%, Lag= 0.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 10.17 fps, Min. Travel Time= 0.1 min Avg. Velocity=4.18 fps, Avg. Travel Time= 0.3 min ' Peak Storage= 54 cf @ 13.33 hrs, Average Depth at Peak Storage= 0.59' Bank-Full Depth= 2.00', Capacity at Bank-Full=41.71 cfs 24.0" Round Pipe n= 0.013 Concrete pipe, bends &connections Length= 70.0' Slope= 0.0340 '/' Inlet Invert= 105.77', Outlet Invert= 103.39' 1 Existing Condition-01 Type 11124-hr 10-Year Rainfall=4.60" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD@ 9.00 sln 00983 @2009 HydroCAD Software Solutions LLC Page 34 Summa for Reach 4R: 24" RCP Highland Ave to Coolidge ' Summary 9 9 Inflow Area = 26.948 ac, 21.17% Impervious, Inflow Depth > 2.16" for 10-Year event , Inflow = 15.16 cfs @ 12.72 hrs, Volume= 4.851 of Outflow = 15.10 cfs @ 12.80 hrs, Volume= 4.850 af, Atten= 0%, Lag=4.6 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 7.58 fps, Min. Travel Time= 2.3 min Avg. Velocity= 2.83 fps, Avg. Travel Time= 6.3 min Peak Storage= 2,116 cf @ 12.76 hrs, Average Depth at Peak Storage= 1.21' ' Bank-Full Depth= 2.00', Capacity at Bank-Full= 22.13 cfs 24.0" Round Pipe ' n= 0.013 Concrete pipe, bends & connections Length= 1,062.0' Slope= 0.00967 Inlet Invert= 103.29', Outlet Invert= 93.13' ' ii 1 Summary for Reach PAI: Point of Analysis 1 1 Inflow Area = 57.867 ac, 28.21% Impervious, Inflow Depth > 2.48" for 10-Year event Inflow = 65.09 cfs @ 12.41 hrs, Volume= 11.939 of Outflow = 65.09 cfs @ 12.41 hrs, Volume= 11.939 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Reach PA2: Point of Analysis 2 ' Inflow Area = 4.924 ac, 1.16% Impervious, Inflow Depth = 2.29" for 10-Year event Inflow = 8.09 cfs @ 12.36 hrs, Volume= 0.940 of Outflow = 8.09 cfs @ 12.36 hrs, Volume= 0.940 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Reach PA3: Point of Analysis 3 ' Inflow Area = 5.603 ac, 17.42% Impervious, Inflow Depth = 2.63" for 10-Year event Inflow = 11.34 cfs @ 12.30 hrs, Volume= 1.230 of ' Outflow = 11.34 cfs @ 12.30 hrs, Volume= 1.230 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' 1 ' Existing Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by (enter your company name here) Printed 10/20/2010 ' HydroCADO 9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 35 Summary for Reach PA4: Point of Analysis 4 Inflow Area= 0.037 ac, 0.00% Impervious, Inflow Depth = 2.29" for 10-Year event Inflow 0.08 cfs @ 12.19 hrs, Volume= 0.007 of Outflow = 0.08 cfs @ 12.19 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Reach PAS: Point of Analysis 5 Inflow Area = 0.098 ac, 0.00% Impervious, Inflow Depth = 2.29" for 10-Year event Inflow = 0.20 cfs @ 12.20 hrs, Volume= 0.019 of ' Outflow = 0.20 cfs @ 12.20 hrs, Volume= 0.019 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Pond 1W: Wetland Area D Inflow Area = 8.084 ac, 13.46% Impervious, Inflow Depth = 2.55" for 10-Year event ' Inflow 14.22 cfs @ 12.38 hrs, Volume= 1.716 of Outflow 4.25 cfs @ 13.01 hrs, Volume= 1.088 af, Atten= 70%, Lag= 37.9 min Primary = 4.25 cfs @ 13.01 hrs, Volume= 1.088 of ' Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 175.03' @ 13.01 hrs Surf.Area=47,449 sf Storage= 37,511 cf Plug-Flow detention time= 271.7 min calculated for 1.087 of(63%of inflow) Center-of-Mass det. time= 166.9 min ( 1,012.3 - 845.4 ) Volume Invert Avail.Storage Storage Description #1 174.20' 165,452 cf Custom Stage Data (Prismatic)Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 174.20 43,359 0 0 175.00 47,098 36,183 36,183 ' 176.00 59,570 53,334 89,517 177.00 92,301 75,936 165,452 ' Device Routing Invert Outlet Devices #1 Primary 174.80' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.20 1.20 2.20 3.20 4.20 Width (feet) 0.00 25.99 35.58 44.08 52.15 63.66 ' #2 Secondary 175.40' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.60 1.60 2.60 3.60 Width (feet) 0.00 18.54 38.75 47.25 65.73 1 Existing Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by{enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 36 ' Primary OutFlow Max=4.21 cfs @ 13.01 hrs HW=175.03' (Free Discharge) t-9=Custom Weir/Orifice (Weir Controls 4.21 cfs @ 1.26 fps) ' Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=174.20' (Free Discharge) 2=Custom Weir/Orifice ( Controls 0.00 cfs) Summary for Pond 2W: Wetland Area E , Inflow Area= 18.908 ac, 17.72% Impervious, Inflow Depth > 2.24" for 10-Year event ' Inflow = 23.35 cfs @ 12.28 hrs, Volume= 3.526 of Outflow = 7.19 cfs @ 13.29 hrs, Volume= 2.975 af, Atten= 69%, Lag=61.0 min Primary = 7.19 cfs @ 13.29 hrs, Volume= 2.975 of ' Routing by Star-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 129.00' @ 13.29 hrs Surf.Area= 79,452 sf Storage= 54,141 cf Plug-Flow detention time= 233.2 min calculated for 2.975 of(84%of inflow) ' Center-of-Mass det. time= 151.9 min ( 1,042.2 -890.3 ) Volume Invert Avail.Storage Storage Description ' #1 127.00' 230,600 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 127.00 106 0 0 128.00 469 288 288 128.60 76,102 22,971 23,259 ' 129.00 79,477 31,116 54,375 130.00 88,069 83,773 138,148 131.00 96,836 92,453 230,600 t Device Routing Invert Outlet Devices #1 Primary 128.60' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) ' Head (feet) 0.00 0.40 1.40 2.40 3.40 4.40 5.40 Width (feet) 4.00 16.00 32.00 95.00 105.00 116.00 133.00 Primary OutFlow Max=7.18 cfs @ 13.29 hrs HW=129.00' (Free Discharge) ' t-1=Custom Weir/Orifice (Weir Controls 7.18 cfs @ 1.82 fps) 1 ' Existing Condition-01 Type 111 24-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 102009 HydroCAD Software Solutions LLC Page 37 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS ' Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentI E: Subcatchmentl Runoff Area=104.520 sf 13.29% Impervious Runoff Depth=3.33" Flow Length=578' To--9.7 min CN=80 Runoff=8.26 cfs 0.667 of ' Subcatchment2aE: Subcatchment2a Runoff Area=74.583 sf 1.74% Impervious Runoff Depth=3.14" Flow Length=612' Tc=14.2 min CN=78 Runoff=4.88 cfs 0.448 of Subcatchment2bE: Subcatchment2b Runoff Area=220.572 sf 3.29% Impervious Runoff Depth=3.14" Flow Length=215' Tc=14.6 min CN=78 Runoff=14.25 cfs 1.325 of ' Subcatchment2cE: Subcatchment2c Runoff Area=8,004 sf 0.00% Impervious Runoff Depth=3.05" Flow Length=170' Tc=14.0 min CN=77 Runoff=0.51 cfs 0.047 of Subcatchment2dE: Subcatchment2d Runoff Area=14.045 sf 0.00% Impervious Runoff Depth=3.05" ' Flow Length=458' Tc=19.3 min CN=77 Runoff=0.79 cfs 0.082 of Subcatchment3E: Subcatchment3 Runoff Area=352.158 sf 13.46% Impervious Runoff Depth=3.33" ' Flow Length=731' Tc=27.5 min CN=80 Runoff=18.60 cfs 2.246 of Subcatchment4E: Subcatchment4 Runoff Area=154.273 sf 58.32% Impervious Runoff Depth=4.25" Flow Length=217' Tc=22.2 min CN=89 Runoff=11.08 cfs 1.255 of ' Subcatchment5E: Subcatchment5 Runoff Area=403.752 sf 38.00% Impervious Runoff Depth=3.63" Flow Length=1,761' Tc=22.2 min CN=83 Runoff=25.36 cfs 2.804 of Subcatchment6E: Subcatchment6 Runoff Area=245.683 sf 36.12% Impervious Runoff Depth=3.73" Flow Length=1,403' TG--47.1 min CN=84 Runoff--1 1.09 cfs 1.754 of ' Subcatchment7E: Subcatchment7 Runoff Area=943.101 sf 32.78% Impervious Runoff Depth=3.53" Flow Length=1,525' Tc=32.2 min CN=82 Runoff--48.83 cfs 6.369 of Subcatchment8E: Subcatchment8 Runoff Area=214.484 sf 1.16% Impervious Runoff Depth=3.05" ' Flow Length=731' Tc=25.0 min CN=77 Runoff=10.79 cfs 1.250 of Subcatchment9E: Subcatchment9 Runoff Area=244.055 sf 17.42% Impervious Runoff Depth=3.43" ' Flow Length=1,028' Tc=21.5 min CN=81 Runoff--14.74 cfs 1.602 of Subcatchment10E: Subcatchmentl0 Runoff Area=1,608 sf 0.00% Impervious Runoff Depth=3.05" Flow Length=294' Tc--13.2 min CN=77 Runoff=0.10 cfs 0.009 of ' Subcatchment1lE:Subcatchmentll Runoff Area=4,277sf 0.00% Impervious RunoffDepth=3.05" Flow Length=279' Tc=14.1 min CN=77 Runoff=0.27 cfs 0.025 of Reach 1Ra: I ntermittent Stream Avg. Depth=0.37' Max Vel=1.38 fps Inflow=9.78 cfs 1.699 of n=0.050 L=105.0' S=0.0133'/' Capacity=1,215.71 cfs Outflow=9.77 cfs 1.699 of ' Reach 1Rb: Intermittent Stream Avg. Depth=0.19' Max Vel=0.94 fps Inflow=0.51 cfs 0.047 of n=0.050 L=85.0' S=0.0235'P Capacity=973.97 cfs Outflow=0.50 cfs 0.047 of Existing Condition-01 Type /// 24-hr 25-Year Rainfall=5.50" i Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 38 ' Reach IRc: Intermittent Stream Avg. Depth=0.74' Max Vel=4.03 fps Inflow=15.33 cfs 3.071 of n=0.050 L=573.0' 5=0.0740'/' Capacity=740.66 cfs Outflow=15.00 cfs 3.071 of Reach 2R:Wetland Area E Outlet Avg. Depth=0.45' Max Vel=3.01 fps Inflow=14.54 cfs 4.223 of ' n=0.050 L=331.0' S=0.0539'P Capacity=6,334.34 cfs Outflow=14.54 cfs 4.223 of Reach 3R: 24" RCP Under Highland Ave. Avg. Depth=0.84' Max Vel=12.29 fps Inflow=15.47 cfs 4.890 of ' 24.0" Round Pipe n=0.013 L=70.0' 5=0.0340'P Capacity=41.71 cfs Outflow=15.47 cfs 4.890 of Reach 4R: 24" RCP Highland Ave to Avg. Depth=2.00' Max Vel=8.03 fps Inflow=24.59 cfs 6.643 of ' 24.0" Round Pipe n=0.013 L=1,062.0' S=0.00967 Capacity=22.13 cfs Outflow=23.79 cfs 6.643 of Reach PAI: Point of Analysis 1 Inflow=86.67 cfs 15.815 of Outflow=86.67 cfs 15.815 of ' Reach PA2: Point of Analysis 2 Inflow=10.79 cfs 1.250 of Outflow=10.79 cfs 1.250 of Reach PA3: Point of Analysis 3 Inflow=14.74 cfs 1.602 of Outflow=14.74 cfs 1.602 of Reach PA4: Point of Analysis 4 Inflow=0.10 cfs 0.009 of ' Outflow=0.10 cfs 0.009 of Reach PAS: Point of Analysis 5 Inflow=0.27 cfs 0.025 of ' Outflow=0.27 cfs 0.025 of Pond 1W:Wetland Area D Peak Elev=175.13' Storage=42.262 cf Inflow=18.60 cfs 2.246 of ' Primary=9.54 cfs 1.617 of Secondary=0.00 cfs 0.000 of Outflow=9.54 cfs 1.617 of Pond 2W:Wetland Area E Peak Elev=129.16' Storage=67.187 cf Inflow=30.32 cfs 4.774 of Outflow=14.54 cfs 4.223 of Total Runoff Area = 68.529 ac Runoff Volume= 19.882 of Average Runoff Depth =3.48" ' 74.67% Pervious = 51.170 ac 25.33% Impervious= 17.359 ac Existing Condition-01 Type 11124-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 10/20/2010 t HydroCAD®9.00 stn 00983 @2001 HydroCAD Software Solutions LLC Page 39 Summary for Subcatchment 1 E: Subcatchment 1 ' Runoff = 8.26 cfs @ 12.13 hrs, Volume= 0.667 af, Depth= 3.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 25-Year Rainfall=5.50" Area (sf) CN Description 76,063 77 Woods, Poor, HSG C ' 13,889 98 Paved parking & roofs 1,272 87 Dirt roads, HSG C 13,296 77 Brush, Poor, HSG C ' 104,520 80 Weighted Average 90,631 86.71% Pervious Area 13,889 13.29% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 50 0.1900 0.16 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 2.0 207 0.1159 1.70 Shallow Concentrated Flow, Shallow Cone. Flow Woodland Kv= 5.0 fps 2.4 243 0.1110 1.67 Shallow Concentrated Flow, Shallow Cone. Flow ' Woodland Kv= 5.0 fps 0.1 41 0.0976 5.03 Shallow Concentrated Flow, Rip-Rap Unpaved Kv= 16.1 fps 0.1 25 0.0928 6.18 Shallow Concentrated Flow, Sidewalk-Street ' Paved Kv= 20.3 fps 0.0 12 0.1090 14.98 11.76 Pipe Channel, 12" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.013 ' 9.7 578 Total Summary for Subcatchment 2aE: Subcatchment 2a ' Runoff = 4.88 cfs @ 12.20 hrs, Volume= 0.448 af, Depth= 3.14" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 25-Year Rainfall=5.50" Area (sf) CN Description 50,403 77 Woods, Poor, HSG C 1,299 98 Paved parking & roofs 2,776 87 Dirt roads, HSG C 20,105 77 Brush, Poor, HSG C ' 74,583 78 Weighted Average 73,284 98.26% Pervious Area 1,299 1.74% Impervious Area Existing Condition-01 Type 11124-hr 25-Year Rainfall=5.50" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 40 , Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 7.5 100 0.2870 0.22 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 2.3 131 0.0183 0.95 Shallow Concentrated Flow, Shallow Cone Short Grass Pasture Kv= 7.0 fps ' 2.1 141 0.0255 1.12 Shallow Concentrated Flow, Shallow Cone Short Grass Pasture Kv= 7.0 fps 1.6 112 0.2232 1.18 Shallow Concentrated Flow, Shallow Cone. Forest w/Heavy Litter Kv= 2.5 fps ' 0.7 128 0.0391 2.97 Shallow Concentrated Flow, Shallow Cone Grassed Waterway Kv= 15.0 fps 14.2 612 Total Summary for Subcatchment 2bE: Subcatchment 2b ' Runoff = 14.25 cfs @ 12.20 hrs, Volume= 1.325 af, Depth= 3.14" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" , Area (sf) CN Description 175,319 77 Woods, Poor, HSG C 7,251 98 Paved parking & roofs , 6,673 87 Dirt roads, HSG C 31,329 77 Brush, Poor, HSG C 220,572 78 Weighted Average ' 213,321 96.71% Pervious Area 7,251 3.29% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (f/sec) (cfs) 13.4 100 0.0680 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" ' 1.2 115 0.1096 1.66 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps 14.6 215 Total Summary for Subcatchment 2cE: Subcatchment 2c Runoff = 0.51 cfs @ 12.19 hrs, Volume= 0.047 af, Depth= 3.05" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" Area(sf) CN Description 8,004 77 Woods, Poor, HSG C 8,004 100.00% Pervious Area ' Existing Condition-01 Type III 24-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 41 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) ' 6.4 74 0.2392 0.19 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 6.1 26 0.0330 0.07 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 1.5 70 0.0250 0.79 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 14.0 170 Total ' Summary for Subcatchment 2dE: Subcatchment 2d ' Runoff = 0.79 cfs @ 12.27 hrs, Volume= 0.082 af, Depth= 3.05" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" ' Area (sf) CN Description _ 14,045 77 Woods, Poor, HSG C ' 14,045 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (f/sec) (cfs) 12.1 100 0.0880 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 44 0.2045 2.26 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 6.2 111 0.0144 0.30 Shallow Concentrated Flow, Shallow Conc. Forest w/Heavy Litter Kv= 2.5 fps 0.1 37 0.0110 5.62 4.42 Pipe Channel, 12" pipe t 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.011 Concrete pipe, straight & clean 0.6 166 0.0970 4.67 Shallow Concentrated Flow, Shallow Conc ' Grassed Waterway Kv= 15.0 fps 19.3 458 Total ' - Summary for Subcatchment 3E: Subcatchment 3 Runoff 18.60 cfs @ 12.38 hrs, Volume= 2.246 af, Depth= 3.33" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" Area (so CN Description ' 304,762 77 Woods, Poor, HSG C 47,396 98 Water Surface, HSG C 352,158 80 Weighted Average 304,762 86.54% Pervious Area 47,396 13.46% Impervious Area Existing Condition-01 Type 11124-hr 25-Year Rainfall=5.50" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 42 , Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 100 0.0900 0.14 Sheet Flow, Sheet , Woods: Light underbrush n= 0.400 P2= 3.10" 1.6 282 0.0400 3.00 Shallow Concentrated Flow, Shallow Conc Grassed Waterway Kv= 15.0 fps ' 13.9 349 0.0070 0.42 Shallow Concentrated Flow,Vernal Pool Woodland Kv= 5.0 fps 27.5 731 Total Summary for Subcatchment 4E: Subcatchment 4 , Runoff = 11.08 cfs @ 12.30 hrs, Volume= 1.255 af, Depth= 4.25' ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" Area (sf) CN Description ' 30,775 83 1/4 acre lots, 38% imp, HSG C 45,227 77 Woods, Poor, HSG C ' 78,271 98 Water Surface, HSG C 154,273 89 Weighted Average 64,308 41.68% Pervious Area 89,966 58.32% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (flfsec) (cfs) ' 2.3 33 0.2121 0.24 Sheet Flow, Sheet-Grass Grass: Dense n= 0.240 P2= 3.10" 17.8 67 0.0149 0.06 Sheet Flow, Sheet Woods Woods: Light underbrush n= 0.400 P2= 3.10" ' 2.1 117 0.0340 0.92 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 22.2 217 Total ' Summary for Subcatchment 5E: Subcatchment 5 Runoff = 25.36 cfs @ 12.31 hrs, Volume= 2.804 af, Depth= 3.63" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" ' Area (sf) CN Description 403,752 83 1/4 acre lots, 38% imp, HSG C ' 250,326 62.00% Pervious Area 153,426 38.00% Impervious Area 1 ' Existing Condition-01 Type 11124-hr 25-Year Rainfall=5.50" Prepared by{enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 43 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 100 0.0550 0.11 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 4.1 326 0.0706 1.33 Shallow Concentrated Flow, Shallow Cone ' Woodland Kv= 5.0 fps 0.6 140 0.0326 3.67 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 2.7 1,123 0.0240 7.03 5.52 Pipe Channel, 18" RCP ' 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete pipe, bends &connections 0.2 72 0.0117 7.79 24.47 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim= 6.3' r- 0.50' ' n= 0.013 Concrete pipe bends &connections 22.2 1,761 Total ' Summary for Subcatchment 6E: Subcatchment 6 Runoff = 11.09 cfs @ 12.62 hrs, Volume= 1.754 af, Depth= 3.73" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" ' Area (sf) CN Description 59,165 83 1/4 acre lots, 38% imp, HSG C 108,567 77 Woods, Poor, HSG C 77,951 94 Urban commercial, 85% imp HSG C 245,683 84 Weighted Average 156,942 63.88% Pervious Area 88,741 36.12% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) ' 21.8 100 0.0200 0.08 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 23.0 723 0.0110 0.52 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps 2.3 571 0.0400 4.06 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 0.0 9 0.1367 16.77 13.17 Pipe Channel, 12" RCP ' 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete pipe, bends &connections 47.1 1,403 Total ' Summary for Subcatchment 7E: Subcatchment 7 Runoff = 48.83 cfs @ 12.42 hrs, Volume= 6.369 af, Depth= 3.53" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" i Existing Condition-01 Type 111 24-hr 25-Year Rainfall=5.50" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Paoe 44 ' Area (so CN Description 813,598 83 1/4 acre lots, 38% imp, HSG C 129,503 77 Woods, Poor, HSG C , 943,101 82 Weighted Average 633,934 67.22% Pervious Area 309,167 32.78% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.5 100 0.1000 0.15 Sheet Flow, Sheet ' Woods: Light underbrush n= 0.400 P2= 3.10" 20.6 1,385 0.0500 1.12 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 0.1 40 0.0100 7.20 22.62 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 32.2 1,525 Total Summary for Subcatchment 8E: Subcatchment 8 Runoff = 10.79 cfs @ 12.36 hrs, Volume= 1.250 af, Depth= 3.05" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" Area (sf) CN Description , 177,338 77 Woods, Poor, HSG C 33,618 77 Brush, Poor, HSG C , 1,032 87 Dirt roads, HSG C 2,496 98 Paved parking & roofs 214,484 77 Weighted Average 211,988 98.84% Pervious Area ' 2,496 1.16% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (fUft) (fUsec) (cfs) 17.4 100 0.0350 0.10 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 5.2 375 0.0579 1.20 Shallow Concentrated Flow, Shallow Conc ' Woodland Kv= 5.0 fps 2.4 256 0.1240 1.76 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 25.0 731 Total Summary for Subcatchment 9E: Subcatchment 9 ' Runoff = 14.74 cfs @ 12.30 hrs, Volume= 1.602 af, Depth= 3.43" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 25-Year Rainfall=5.50" ' Existing Condition-01 Type Ill 24-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 45 Area (so CN Description 192,020 77 Woods, Poor, HSG C 42,511 98 Paved parking & roofs 9,524 77 Brush, Poor, HSG C 244,055 81 Weighted Average ' 201,544 82.58% Pervious Area 42,511 17.42% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 100 0.0610 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 199 0.0980 1.57 Shallow Concentrated Flow, Shallow Conc. Woodland Kv= 5.0 fps 2.3 148 0.0470 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 1.1 157 0.2100 2.29 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.1 12 0.5830 3.82 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.3 55 0.0470 3.49 Shallow Concentrated Flow, Shallow Concentrated Flow-grass Unpaved Kv= 16.1 fps 0.4 104 0.0540 4.72 Shallow Concentrated Flow, Shallow Conc. Pavement ' Paved Kv= 20.3 fps 1.1 185 0.0070 2.90 1.01 Pipe Channel, 8" CL 8.0" Round Area= 0.3 sf Perim=2.1' r- 0.17' n= 0.013 0.1 68 0.0110 8.76 43.02 Pipe Channel, 30" CMP ' 30.0" Round Area=4.9 sf Perim=7.9' r- 0.63' n= 0.013 21.5 1,028 Total ' Summary for Subcatchment 10E: Subcatchment 10 Runoff = 0.10 cfs @ 12.18 hrs, Volume= 0.009 af, Depth= 3.05" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type 111 24-hr 25-Year Rainfall=5.50" ' Area (sf) CN Description 1,608 77 Woods, Poor, HSG C 1,608 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.8 100 0.0930 0.14 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 1.4 194 0.2240 2.37 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps ' 13.2 294 Total I 1 Existing Condition-01 Type ///24-hr 25-Year Rainfall=5.50" t Prepared by{enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 46 , Summary for Subcatchment 11 E: Subcatchment 11 Runoff = 0.27 cfs @ 12.20 hrs, Volume= 0.025 af, Depth= 3.05" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" ' Area (so CN Description 4,277 77 Woods, Poor, HSG C 4,277 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) ' 11.6 100 0.0970 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 48 0.2000 2.24 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps , 2.1 131 0.0450 1.06 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 14.1 279 Total , Summary for Reach 1 Ra: Intermittent Stream Inflow Area = 8.407 ac, 12.94% Impervious, Inflow Depth > 2.43" for 25-Year event , Inflow = 9.78 cfs @ 12.76 hrs, Volume= 1.699 of Outflow = 9.77 cfs @ 12.80 hrs, Volume= 1.699 af, Atten= 0%, Lag= 2.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 1.38 fps, Min. Travel Time= 1.3 min Avg. Velocity = 0.41 fps, Avg. Travel Time=4.3 min ' Peak Storage= 741 cf @ 12.77 hrs, Average Depth at Peak Storage= 0.37' Bank-Full Depth= 4.20', Capacity at Bank-Full= 1,215.71 cfs Custom cross-section, Length= 105.0' Slope= 0.0133 '/' (104 Elevation Intervals) ' Constant n= 0.050 Mountain streams wharge boulders Inlet Invert= 174.80', Outlet Invert= 173.40' 1 ' Existing Condition-01 Type 11124-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD@ 9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 47 Offset Elevation Chan.Depth (feet) (feet) (feet) -31.83 4.20 0.00 -26.08 3.20 1.00 -22.04 2.20 2.00 ' -17.79 1.20 3.00 -13.00 0.20 4.00 0.00 0.00 4.20 13.00 0.20 4.00 17.79 1.20 3.00 22.04 2.20 2.00 26.08 3.20 1.00 31.83 4.20 0.00 ' Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) ' 0.00 0.0 0.0 0 0.00 0.20 2.6 26.0 273 1.92 1.20 33.4 35.8 3,506 109.41 2.20 73.2 44.5 7,688 350.10 ' 3.20 121.3 52.8 12,741 724.75 4.20 179.3 64.5 18,821 1,215.71 ' Summary for Reach 1 Rb: Intermittent Stream Inflow Area = 0.184 ac, 0.00% Impervious, Inflow Depth = 3.05" for 25-Year event t Inflow 0.51 cfs @ 12.19 hrs, Volume= 0.047 of Outflow 0.50 cfs @ 12.24 hrs, Volume= 0.047 af, Atten= 1%, Lag= 2.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs I ' Max. Velocity= 0.94 fps, Min. Travel Time= 1.5 min Avg. Velocity= 0.44 fps, Avg. Travel Time= 3.3 min Peak Storage=46 cf @ 12.21 hrs, Average Depth at Peak Storage= 0.19' i ' Bank-Full Depth= 3.60', Capacity at Bank-Full= 973.97 cfs Custom cross-section, Length= 85.0' Slope= 0.0235 '/' (103 Elevation Intervals) ' Constant n= 0.050 Mountain streams wharge boulders Inlet Invert= 175.40', Outlet Invert= 173.40' Existing Condition-01 Type 111 24-hr 25-Year Rainfall=5.50" ' Prepared by (enter your company name here) Printed 10/20/2010 HydroCADO 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 48 , Offset Elevation Chan.Depth (feet) (feet) (feet) -32.87 179.00 0.00 ' -23.63 178.00 1.00 -19.38 177.00 2.00 -9.27 176.00 3.00 ' 0.00 175.40 3.60 9.27 176.00 3.00 19.38 177.00 2.00 23.63 178.00 1.00 ' 32.87 179.00 0.00 Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) ' 0.00 0.0 0.0 0 0.00 0.60 5.6 18.6 473 11.35 1.60 34.2 38.9 2,908 143.18 ' 2.60 77.2 47.6 6,564 485.85 3.60 133.7 66.2 11,366 973.97 Summary for Reach 1 Rc: Intermittent Stream ' Inflow Area= 13.654 ac, 9.19% Impervious, Inflow Depth > 2.70" for 25-Year event Inflow = 15.33 cfs @ 12.21 hrs, Volume= 3.071 of ' Outflow = 15.00 cfs @ 12.28 hrs, Volume= 3.071 af, Atten= 2%, Lag=4.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity=4.03 fps, Min. Travel Time=2.4 min ' Avg. Velocity = 1.44 fps, Avg. Travel Time=6.7 min Peak Storage= 2,132 cf @ 12.24 hrs, Average Depth at Peak Storage= 0.74' ' Bank-Full Depth= 3.20', Capacity at Bank-Full= 740.66 cfs Custom cross-section, Length= 573.0' Slope= 0.0740 '/' (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders ' Inlet Invert= 173.40', Outlet Invert= 131.00' ' Existing Condition-01 Type 11124-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 49 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -18.82 3.20 0.00 -13.54 2.20 1.00 -8.63 1.20 2.00 ' -1.17 0.20 3.00 0.00 0.00 3.20 1.17 0.20 3.00 8.63 1.20 2.00 ' 13.54 2.20 1.00 18.82 3.20 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 0.0 0 0.00 0.20 0.2 2.4 134 0.40 ' 1.20 10.0 17.4 5,749 56.14 2.20 32.2 27.4 18,453 289.61 3.20 64.6 38.2 36,995 740.66 Summary for Reach 2R: Wetland Area E Outlet Inflow Area= 18.908 ac, 17.72% Impervious, Inflow Depth > 2.68" for 25-Year event ' Inflow 14.54 cfs @ 12.99 hrs, Volume= 4.223 of Outflow 14.54 cfs @ 13.04 hrs, Volume= 4.223 af, Atten= 0%, Lag= 3.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 3.01 fps, Min. Travel Time= 1.8 min Avg. Velocity = 1.28 fps, Avg. Travel Time=4.3 min ' Peak Storage= 1,600 cf @ 13.01 hrs, Average Depth at Peak Storage= 0.45' Bank-Full Depth= 5.40', Capacity at Bank-Full= 6,334.34 cfs Custom cross-section, Length= 331.0' Slope= 0.05397' (103 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 128.60', Outlet Invert= 110.77' t $ 1 Existing Condition-01 Type 111 24-hr 25-Year Rainfall=5.50" 1 Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 50 1 Offset Elevation Chan.Depth (feet) (feet) (feet) -67.70 134.00 0.00 1 -58.00 133.00 1.00 -52.50 132.00 2.00 -47.50 131.00 3.00 1 -16.00 130.00 4.00 -8.00 129.00 5.00 -2.00 128.60 5.40 2.00 128.60 5.40 1 8.00 129.00 5.00 16.00 130.00 4.00 47.50 131.00 3.00 52.50 132.00 2.00 1 58.00 133.00 1.00 67.50 134.00 0.00 Depth End Area Perim. Storage Discharge 1 (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 4.0 0 0.00 0.40 4.0 16.0 1,324 10.94 1 1.40 28.0 32.2 9,269 175.53 2.40 91.5 95.2 30,287 614.76 3.40 191.5 105.4 63,387 1,967.07 1 4.40 302.0 116.6 99,962 3,929.64 5.40 427.6 135.9 141,536 6,334.34 Summary for Reach 3R: 24" RCP Under Highland Ave. 1 Inflow Area = 21.308 ac, 17.22% Impervious, Inflow Depth > 2.75" for 25-Year event Inflow = 15.47 cfs @ 13.01 hrs, Volume= 4.890 of 1 Outflow = 15.47 cfs @ 13.02 hrs, Volume= 4.890 af, Atten= 0%, Lag= 0.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 12.29 fps, Min. Travel Time= 0.1 min 1 Avg. Velocity =4.41 fps, Avg. Travel Time= 0.3 min Peak Storage= 88 cf @ 13.02 hrs, Average Depth at Peak Storage= 0.84' 1 Bank-Full Depth= 2.00', Capacity at Bank-Full=41.71 cfs 24.0" Round Pipe n= 0.013 Concrete pipe, bends &connections 1 Length= 70.0' Slope= 0.0340T Inlet Invert= 105.77', Outlet Invert= 103.39' 1 1 i 1 1 ' Existing Condition-01 Type 11124-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 51 Summary for Reach 4R: 24" RCP Highland Ave to Coolidge ' Inflow Area= 26.948 ac, 21.17% Impervious, Inflow Depth > 2.96" for 25-Year event Inflow 24.59 cfs @ 12.78 hrs, Volume= 6.643 of Outflow = 23.79 cfs @ 12.76 hrs, Volume= 6.643 af, Atten= 3%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 8.03 fps, Min. Travel Time= 2.2 min Avg. Velocity = 2.95 fps, Avg. Travel Time= 6.0 min Peak Storage= 3,336 cf @ 12.75 hrs, Average Depth at Peak Storage= 2.00' Bank-Full Depth= 2.00', Capacity at Bank-Full= 22.13 cfs 24.0" Round Pipe n= 0.013 Concrete pipe, bends &connections Length= 1,062.0' Slope= 0.00967' Inlet Invert= 103.29', Outlet Invert= 93.13' w II ' Summary for Reach PAI: Point of Analysis 1 Inflow Area = 57.867 ac, 28.21% Impervious, Inflow Depth > 3.28" for 25-Year event Inflow 86.67 cfs @ 12.42 hrs, Volume= 15.815 of Outflow = 86.67 cfs @ 12.42 hrs, Volume= 15.815 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Reach PA2: Point of Analysis 2 Inflow Area = 4.924 ac, 1.16% Impervious, Inflow Depth = 3.05" for 25-Year event Inflow = 10.79 cfs @ 12.36 hrs, Volume= 1.250 of ' Outflow = 10.79 cfs @ 12.36 hrs, Volume= 1.250 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Reach PA3: Point of Analysis 3 Inflow Area = 5.603 ac, 17.42% Impervious, Inflow Depth = 3.43" for 25-Year event Inflow 14.74 cfs @ 12.30 hrs, Volume= 1.602 of Outflow 14.74 cfs @ 12.30 hrs, Volume= 1.602 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Existing Condition-01 Type 111 24-hr 25-Year Rainfall=5.50" , Prepared by (enter your company name here) Printed 10/20/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 52 , Summary for Reach PA4: Point of Analysis 4 Inflow Area= 0.037 ac, 0.00% Impervious, Inflow Depth = 3.05" for 25-Year event ' Inflow = 0.10 cfs @ 12.18 hrs, Volume= 0.009 of Outflow = 0.10 cfs @ 12.18 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs , Summary for Reach PA5: Point of Analysis 5 ' Inflow Area = 0.098 ac, 0.00% Impervious, Inflow Depth = 3.05" for 25-Year event Inflow = 0.27 cfs @ 12.20 hrs, Volume= 0.025 of Outflow = 0.27 cfs @ 12.20 hrs, Volume= 0.025 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.0048.00 hrs, dt= 0.01 hrs Summary for Pond 1 W: Wetland Area D ' Inflow Area = 8.084 ac, 13.46% Impervious, Inflow Depth = 3.33" for 25-Year event Inflow = 18.60 cfs @ 12.38 hrs, Volume= 2.246 of ' Outflow = 9.54 cfs @ 12.77 hrs, Volume= 1.617 af, Atten=49%, Lag= 23.4 min Primary = 9.54 cfs @ 12.77 hrs, Volume= 1.617 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 175.13' @ 12.77 hrs Surf.Area=48,681 sf Storage=42,262 cf Plug-Flow detention time= 217.1 min calculated for 1.617 of(72% of inflow) , Center-of-Mass det. time= 125.4 min ( 963.1 - 837.7 ) Volume Invert Avail.Storage Storage Description ' #1 174.20' 165,452 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 174.20 43,359 0 0 175.00 47,098 36,183 36,183 ' 176.00 59,570 53,334 89,517 177.00 92,301 75,936 165,452 Device Routing Invert Outlet Devices ' #1 Primary 174.80' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.20 1.20 2.20 3.20 4.20 Width (feet) 0.00 25.99 35.58 44.08 52.15 63.66 #2 Secondary 175.40' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) ' Head (feet) 0.00 0.60 1.60 2.60 3.60 Width (feet) 0.00 18.54 38.75 47.25 65.73 I' 1 ' Existing Condition-01 Type 11124-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD@ 9.00 sln 00983 @2009 HydroCAD Software Solutions LLC Page 53 Primary OutFlow Max=9.50 cfs @ 12.77 hrs HW=175.13' (Free Discharge) ' L1=Custom Weir/Orifice (Weir Controls 9.50 cfs @ 1.59 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=174.20' (Free Discharge) 2 ' =Custom Weir/Orifice ( Controls 0.00 cfs) Summary for Pond 2W: Wetland Area E ' Inflow Area = 18.908 ac, 17.72% Impervious, Inflow Depth > 3.03" for 25-Year event Inflow 30.32 cfs @ 12.27 hrs, Volume= 4.774 of Outflow = 14.54 cfs @ 12.99 hrs, Volume= 4.223 af, Atten= 52%, Lag=43.4 min ' Primary = 14.54 cfs @ 12.99 hrs, Volume= 4.223 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 129.16' @ 12.99 hrs Surf.Area= 80,850 sf Storage= 67,187 cf ' Plug-Flow detention time= 186.2 min calculated for 4.223 of(88% of inflow) Center-of-Mass det. time= 122.3 min ( 996.6-874.2 ) ' Volume Invert Avail.Storage Storage Description #1 127.00' 230,600 cf Custom Stage Data (Prismatic)Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 127.00 106 0 0 128.00 469 288 288 128.60 76,102 22,971 23,259 129.00 79,477 31,116 54,375 130.00 88,069 83,773 138,148 ' 131.00 96,836 92,453 230,600 Device Routing Invert Outlet Devices ' #1 Primary 128.60' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.40 1.40 2.40 3.40 4.40 5.40 Width (feet) 4.00 16.00 32.00 95.00 105.00 116.00 133.00 Primary OutFlow Max=14.52 cfs @ 12.99 hrs HW=129.16' (Free Discharge) 't 1=Custom Weir/Orifice (Weir Controls 14.52 cfs @ 2.15 fps) Existing Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 54 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method ' Subcatchmentl E:Subcatchmentl Runoff Area=104.520 sf 13.29% Impervious Runoff Depth=3.78" Flow Length=578' Tc--9.7 min CN=80 Runoff=9.35 cfs 0.756 of , Subcatchment2aE: Subcatchment2a Runoff Area=74.583 sf 1.74% Impervious Runoff Depth=3.58" Flow Length=612' Tc--14.2 min CN=78 Runoff=5.55 cfs 0.511 of Subcatchment2bE: Subcatchment2b Runoff Area=220.572 sf 3.29% Impervious Runoff Depth=3.58" , Flow Length=215' Tc=14.6 min CN=78 Runoff=16.23 cfs 1.510 of Subcatchment2cE:Subcatchment2c Runoff Area=8,004 sf 0.00% Impervious Runoff Depth=3.48" ' Flow Length=170' Tc=14.0 min CN=77 Runoff=0.58 cfs 0.053 of Subcatchment2dE: Subcatchment2d Runoff Area=14.045 sf 0.00% Impervious Runoff Depth=3.48" ' Flow Length=458' Tc=19.3 min CN=77 Runoff=0.90 cfs 0.093 of Subcatchment3E: Subcatchment3 Runoff Area=352.158 sf 13.46% Impervious Runoff Depth=3.78" Flow Length=731' Tc--27.5 min CN=80 Runoff=21.07 cfs 2.547 of Subcatchment4E: Subcatchment4 Runoff Area=154.273 sf 58.32% Impervious Runoff Depth=4.74" Flow Length=217' Tc--22.2 min CN=89 Runoff=12.27 cfs 1.398 of Subcatchment5E: Subcatchment5 Runoff Area=403.752 sf 38.00% Impervious Runoff Depth=4.09" Flow Length=1,761' Tc=22.2 min CN=83 Runoff--28.49 cfs 3.160 of Subcatchment6E: Subcatchment6 Runoff Area=245.683 sf 36.12% Impervious Runoff Depth=4.20" ' Flow Length=1,403' Tc=47.1 min CN=84 Runoff-12.44 cfs 1.972 of Subcatchment7E: Subcatchment7 Runoff Area=943.101 sf 32.78% Impervious Runoff Depth=3.99" ' Flow Length=1,525' Tc=32.2 min CN=82 Runoff--55.06 cfs 7.194 of Subcatchment8E: Subcatchment8 Runoff Area=214.484 sf 1.16% Impervious Runoff Depth=3.48" , Flow Length=731' Tc=25.0 min CN=77 Runoff=12.32 cfs 1.428 of Subcatchment9E: Subcatchment9 Runoff Area=244.055 sf 17.42% Impervious Runoff Depth=3.88" Flow Length=1,028' Tc=21.5 min CN=81 Runoff--16.64 cfs 1.813 of SubcatchmentlOE: Subcatchmentl0 Runoff Area=1,608 sf 0.00% Impervious Runoff Depth=3.48" Flow Length=294' Tc=13.2 min CN=77 Runoff=0.12 cfs 0.011 of Subcatchmentl)E: Subcatchment111 Runoff Area=4,277 sf 0.00% Impervious Runoff Depth=3.48" ' Flow Length=279' Tc--14.1 min CN=77 Runoff--0.31 cfs 0.028 of Reach 1Ra: Intermittent Stream Avg. Depth=0.42' Max Vel=1.54 fps Inflow=13.02 cfs 2.012 of , n=0.050 L=105.0' S=0.0133 V Capacity=1,215.71 cfs Outflow=13.01 cfs 2.012 of Reach 1Rb: Intermittent Stream Avg. Depth=0.19' Max Vel=0.97 fps Inflow=0.58 cfs 0.053 of , n=0.050 L=85.0' S=0.0235'/' Capacity=973.97 cfs Outflow=0.58 cfs 0.053 of ' Existing Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 55 Reach 111c: Intermittent Stream Avg. Depth=0.79' Max Vel=4.19 fps Inflow=17.55 cfs 3.576 of n=0.050 L=573.0' S=0.0740'/' Capacity=740.66 cfs Outflow=17.47 cfs 3.576 of ' Reach 2R:Wetland Area E Outlet Avg. Depth=0.51' Max Vel=3.30 fps Inflow=19.41 cfs 4.933 of n=0.050 L=331.0' S=0.0539'P Capacity=6,334.34 cfs Outflow=19.40 cfs 4.933 of ' Reach 3R: 24" RCP Under Highland Ave. Avg. Depth=0.99' Max Vel=13.23 fps Inflow=20.54 cfs 5.689 of 24.0" Round Pipe n=0.013 L=70.0' S=0.0340 7' Capacity=41.71 cfs Outflow=20.54 cfs 5.689 of ' Reach 4R:24"RCP Highland Ave to Avg. Depth=2.00' Max Vel=8.03 fps Inflow=31.29 cfs 7.661 of 24.0" Round Pipe n=0.013 L=1,062.0' S=0.0096'P Capacity=22.13 cfs Outflow=23.69 cfs 7.661 of Reach PAI: Point of Analysis 1 Inflow=99.64 cfs 18.015 of ' Outflow=99.64 cfs 18.015 of Reach PA2: Point of Analysis 2 Inflow=12.32 cfs 1.428 of ' Outflow=12.32 cfs 1.428 of Reach PA3: Point of Analysis 3 Inflow=16.64 cfs 1.813 of Outflow=16.64 cfs 1.813 of ' Reach PA4: Point of Analysis Inflow=0.12 cfs 0.011 of Outflow=0.12 cfs 0.011 of ' Reach PA5: Point of Analysis 5 Inflow=0.31 cfs 0.028 of Outflow=0.31 cfs 0.028 of ' Pond 1W: Wetland Area D Peak Elev=175.18' Storage=44.620 cf Inflow=21.07 cfs 2.547 of Primary=12.68 cfs 1.919 of Secondary=0.00 cfs 0.000 of Outflow=12.68 cfs 1.919 of Pond 2W:Wetland Area E Peak Elev=129.25' Storage=74.137 cf Inflow=34.26 cfs 5.484 of ' Outflow=19.41 cfs 4.933 of Total Runoff Area = 68.529 ac Runoff Volume= 22.475 of Average Runoff Depth =3.94" ' 74.67% Pervious = 51.170 ac 25.33% Impervious = 17.359 ac i Existing Condition-01 Type 11124-hr 50-Year Rainfall=6.00" ' Prepared by {enter your company name here) Printed 10/20/2010 HydroCAD®9.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 56 Summary for Subcatchment 1E: Subcatchment 1 Runoff = 9.35 cfs @ 12.13 hrs, Volume= 0.756 af, Depth= 3.78" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" , Area{sf) CN Description 76,063 77 Woods, Poor, HSG C 13,889 98 Paved parking & roofs , 1,272 87 Dirt roads, HSG C 13,296 77 Brush, Poor, HSG C 104,520 80 Weighted Average , 90,631 86.71% Pervious Area 13,889 13.29% Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (fUsec) (cfs) 5.1 50 0.1900 0.16 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" ' 2.0 207 0.1159 1.70 Shallow Concentrated Flow, Shallow Conc. Flow Woodland Kv= 5.0 fps 2.4 243 0.1110 1.67 Shallow Concentrated Flow, Shallow Conc. Flow Woodland Kv= 5.0 fps 0.1 41 0.0976 5.03 Shallow Concentrated Flow, Rip-Rap Unpaved Kv= 16.1 fps 0.1 25 0.0928 6.18 Shallow Concentrated Flow, Sidewalk-Street , Paved Kv= 20.3 fps 0.0 12 0.1090 14.98 11.76 Pipe Channel, 12" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.013 9.7 578 Total ' Summary for Subcatchment 2aE: Subcatchment 2a Runoff = 5.55 cfs @ 12.20 hrs, Volume= 0.511 af, Depth= 3.58" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" ' Area (so CN Description 50,403 77 Woods, Poor, HSG C 1,299 98 Paved parking & roofs 2,776 87 Dirt roads, HSG C 20,105 77 Brush Poor HSG C 74,583 78 Weighted Average , 73,284 98.26% Pervious Area 1,299 1.74% Impervious Area Existing Condition-01 Type 11124-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 57 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 7.5 100 0.2870 0.22 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 2.3 131 0.0183 0.95 Shallow Concentrated Flow, Shallow Conc ' Short Grass Pasture Kv= 7.0 fps 2.1 141 0.0255 1.12 Shallow Concentrated Flow, Shallow Conc Short Grass Pasture Kv= 7.0 fps 1.6 112 0.2232 1.18 Shallow Concentrated Flow, Shallow Conc. ' Forest w/Heavy Litter Kv= 2.5 fps 0.7 128 0.0391 2.97 Shallow Concentrated Flow, Shallow Conc Grassed Waterway Kv= 15.0 fps 1 14.2 612 Total Summary for Subcatchment 2bE: Subcatchment 2b ' Runoff = 16.23 cfs @ 12.20 hrs, Volume= 1.510 af, Depth= 3.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" Area (sf) CN Description 175,319 77 Woods, Poor, HSG C 7,251 98 Paved parking & roofs 6,673 87 Dirt roads, HSG C 31,329 77 Brush, Poor, HSG C ' 220,572 78 Weighted Average 213,321 96.71% Pervious Area 7,251 3.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.4 100 0.0680 0.12 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 1.2 115 0.1096 1.66 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 14.6 215 Total Summary for Subcatchment 2cE: Subcatchment 2c Runoff = 0.58 cfs @ 12.19 hrs, Volume= 0.053 af, Depth= 3.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 50-Year Rainfall=6.00" Area (sf) CN Description 8,004 77 Woods, Poor, HSG C ' 8,004 100.00% Pervious Area Existing Condition-01 Type 11124-hr 50-Year Rainfall=6.00" r Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 58 , Tc Length Slope Velocity Capacity Description .(min) (feet) (ft/ft) (ft/sec) (cfs) 6.4 74 0.2392 0.19 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 6.1 26 0.0330 0.07 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 1.5 70 0.0250 0.79 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps 14.0 170 Total Summary for Subcatchment 2dE: Subcatchment 2d Runoff = 0.90 cfs @ 12.26 hrs, Volume= 0.093 af, Depth= 3.48" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" Area (sf) CN Description ' 14,045 77 Woods Poor HSG C 14,045 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 12.1 100 0.0880 0.14 Sheet Flow, Sheet Flow , Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 44 0.2045 2.26 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps , 6.2 111 0.0144 0.30 Shallow Concentrated Flow, Shallow Cone. Forest w/Heavy Litter Kv= 2.5 fps 0.1 37 0.0110 5.62 4.42 Pipe Channel, 12" pipe 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' ' n= 0.011 Concrete pipe, straight& clean 0.6 166 0.0970 4.67 Shallow Concentrated Flow, Shallow Cone Grassed Waterway Kv= 15.0 fps ' 19.3 458 Total Summary for Subcatchment 3E: Subcatchment 3 Runoff = 21.07 cfs @ 12.38 hrs, Volume= 2.547 af, Depth= 3.78" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0048.00 hrs, dt= 0.01 hrs ' Type III 24-hr 50-Year Rainfall=6.00" Area (sf) CN Description , 304,762 77 Woods, Poor, HSG C 47,396 98 Water Surface, HSG C 352,158 80 Weighted Average 304,762 86.54% Pervious Area , 47,396 13.46% Impervious Area Existing Condition-01 Type 11124-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 59 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 12.0 100 0.0900 0.14 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 1.6 282 0.0400 3.00 Shallow Concentrated Flow, Shallow Conc Grassed Waterway Kv= 15.0 fps 13.9 349 0.0070 0.42 Shallow Concentrated Flow, Vernal Pool Woodland Kv= 5.0 fps 27.5 731 Total Summary for Subcatchment 4E: Subcatchment 4 ' Runoff = 12.27 cfs @ 12.30 hrs, Volume= 1.398 at, Depth= 4.74" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 50-Year Rainfall=6.00" Area (sf) CN Description 30,775 83 1/4 acre lots, 38% imp, HSG C ' 45,227 77 Woods, Poor, HSG C 78,271 98 Water Surface, HSG C 154,273 89 Weighted Average ' 64,308 41.68% Pervious Area 89,966 58.32% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 33 0.2121 0.24 Sheet Flow, Sheet-Grass Grass: Dense n= 0.240 P2= 3.10" ' 17.8 67 0.0149 0.06 Sheet Flow, Sheet Woods Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 117 0.0340 0.92 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 22.2 217 Total Summary for Subcatchment 5E: Subcatchment 5 ' Runoff = 28.49 cfs @ 12.31 hrs, Volume= 3.160 af, Depth= 4.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 50-Year Rainfall=6.00" Area (so CN Description ' 403,752 83 1/4 acre lots, 38% imp, HSG C 250,326 62.00% Pervious Area 153,426 38.00% Impervious Area Existing Condition-01 Type 11124-hr 50-Year Rainfall=6.00" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 60 , Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 100 0.0550 0.11 Sheet Flow, Sheet , Woods: Light underbrush n= 0.400 P2= 3.10" 4.1 326 0.0706 1.33 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 0.6 140 0.0326 3.67 Shallow Concentrated Flow, Paved Paved Kv=20.3 fps 2.7 1,123 0.0240 7.03 5.52 Pipe Channel, 18" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' , n= 0.013 Concrete pipe, bends& connections 0.2 72 0.0117 7.79 24.47 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim=6.3' r= 0.50' n= 0.013 Concrete pipe, bends& connections ' 22.2 1,761 Total Summary for Subcatchment 6E: Subcatchment 6 , Runoff = 12.44 cfs @ 12.62 hrs, Volume= 1.972 af, Depth= 4.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs i Type III 24-hr 50-Year Rainfall=6.00" Area (sf) CN Description ' 59,165 83 1/4 acre lots, 38% imp, HSG C 108,567 77 Woods, Poor, HSG C 77,951 94 Urban commercial, 85% imp, HSG C , 245,683 84 Weighted Average 156,942 63.88% Pervious Area 88,741 36.12% Impervious Area Tc Length Slope Velocity Capacity Description ' min feet) (fUft) (ft/sec cfs 21.8 100 0.0200 0.08 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 23.0 723 0.0110 0.52 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 2.3 571 0.0400 4.06 Shallow Concentrated Flow, Paved ' Paved Kv= 20.3 fps 0.0 9 0.1367 16.77 13.17 Pipe Channel, 12" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' , n= 0.013 Concrete pipe, bends& connections 47.1 1,403 Total Summary for Subcatchment 7E: Subcatchment 7 , Runoff = 55.06 cfs @ 12.42 hrs, Volume= 7.194 af, Depth= 3.99" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 50-Year Rainfall=6.00" ' Existing Condition-01 Type 11124-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 61 Area (sf) CN Description 813,598 83 1/4 acre lots, 38% imp, HSG C ' 129,503 77 Woods, Poor, HSG C 943,101 82 Weighted Average 633,934 67.22% Pervious Area 309,167 32.78% Impervious Area Tc Length Slope Velocity Capacity Description (in) (feet) (f/ft) (ft/sec) (cfs) ' 11.5 100 0.1000 0.15 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 20.6 1,385 0.0500 1.12 Shallow Concentrated Flow, Shallow Conc ' Woodland Kv= 5.0 fps 0.1 40 0.0100 7.20 22.62 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.013 32.2 1,525 Total ' Summary for Subcatchment 8E: Subcatchment 8 ' Runoff = 12.32 cfs @ 12.36 hrs, Volume= 1.428 af, Depth= 3.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" Area (sf) CN Description 177,338 77 Woods, Poor, HSG C 33,618 77 Brush, Poor, HSG C 1,032 87 Dirt roads, HSG C 2,496 98 Paved parking 8 roofs 214,484 77 Weighted Average ' 211,988 98.84% Pervious Area 2,496 1.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.4 100 0.0350 0.10 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" ' 5.2 375 0.0579 1.20 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 2.4 256 0.1240 1.76 Shallow Concentrated Flow, Shallow Conc ' Woodland Kv= 5.0 fps 25.0 731 Total Summary for Subcatchment 9E: Subcatchment 9 I ' Runoff = 16.64 cfs @ 12.30 hrs, Volume= 1.813 af, Depth= 3.88" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" I 1 Existing Condition-01 Type 11124-hr 50-Year Rainfall=6.00" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 62 , Area (sf) CN Description 192,020 77 Woods, Poor, HSG C 42,511 98 Paved parking & roofs 9,524 77 Brush, Poor, HSG C 244,055 81 Weighted Average 201,544 82.58% Pervious Area ' 42,511 17.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) , 14.0 100 0.0610 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 199 0.0980 1.57 Shallow Concentrated Flow, Shallow Conc. ' Woodland Kv= 5.0 fps 2.3 . 148 0.0470 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 1.1 157 0.2100 2.29 Shallow Concentrated Flow, Shallow Concentrated Flow ' Woodland Kv= 5.0 fps 0.1 12 0.5830 3.82 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.3 55 0.0470 3.49 Shallow Concentrated Flow, Shallow Concentrated Flow-gras� Unpaved Kv= 16.1 fps 0.4 104 0.0540 4.72 Shallow Concentrated Flow, Shallow Conc. Pavement Paved Kv=20.3 fps , 1.1 185 0.0070 2.90 1.01 Pipe Channel, 8" CL 8.0" Round Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.013 0.1 68 0.0110 8.76 43.02 Pipe Channel, 30" CMP 30.0" Round Area=4.9 sf Perim= 7.9' r= 0.63' n= 0.013 ' 21.5 1,028 Total Summary for Subcatchment 10E: Subcatchment 10 ' Runoff = 0.12 cfs @ 12.18 hrs, Volume= 0.011 af, Depth= 3.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 50-Year Rainfall=6.00" Area (so CN Description ' 1,608 77 Woods Poor HSG C 1,608 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 11.8 100 0.0930 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" ' 1.4 194 0.2240 2.37 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 13.2 294 Total ' Existing Condition-01 Type 11124-hr 50-Year Rainfall=6.00" Prepared by (enter your company name here} Printed 10/20/2010 1 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 63 Summary for Subcatchment 11 E: Subcatchment 11 ' Runoff = 0.31 cfs @ 12.20 hrs, Volume= 0.028 af, Depth= 3.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 50-Year Rainfall=6.00" Area (sf) CN Description 4,277 77 Woods, Poor, HSG C 4,277 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (fUft) (fUsec) (cfs) 11.6 100 0.0970 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" ' 0.4 48 0.2000 2.24 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 2.1 131 0.0450 1.06 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 14.1 279 Total Summary for Reach 1 Ra: Intermittent Stream Inflow Area = 8.407 ac, 12.94% Impervious, Inflow Depth > 2.87" for 50-Year event Inflow = 13.02 cfs @ 12.69 hrs, Volume= 2.012 of Outflow = 13.01 cfs @ 12.72 hrs, Volume= 2.012 af, Atten= 0%, Lag= 1.9 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 1.54 fps, Min. Travel Time= 1.1 min ' Avg. Velocity = 0.42 fps, Avg. Travel Time=4.2 min Peak Storage= 887 cf @ 12.70 hrs, Average Depth at Peak Storage= 0.42' Bank-Full Depth= 4.20', Capacity at Bank-Full= 1,215.71 cfs Custom cross-section, Length= 105.0' Slope= 0.0133 '/' (104 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 174.80', Outlet Invert= 173.40' I ' 1 Existing Condition-01 Type 11124-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 64 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -31.83 4.20 0.00 , -26.08 3.20 1.00 -22.04 2.20 2.00 -17.79 1.20 3.00 , -13.00 0.20 4.00 0.00 0.00 4.20 13.00 0.20 4.00 17.79 1.20 3.00 ' 22.04 2.20 2.00 26.08 3.20 1.00 31.83 4.20 0.00 Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0,0 0.0 0 0.00 ' 0.20 2.6 26.0 273 1.92 1.20 33.4 35.8 3,506 109.41 2.20 73.2 44.5 7,688 350.10 ' 3.20 121.3 52.8 12,741 724.75 4.20 179.3 64.5 18,821 1,215.71 Summary for Reach 1 Rb: Intermittent Stream ' Inflow Area = 0.184 ac, 0.00% Impervious, Inflow Depth = 3.48" for 50-Year event Inflow = 0.58 cfs @ 12.19 hrs, Volume= 0.053 of Outflow = 0.58 cfs @ 12.24 hrs, Volume= 0.053 af, Atten= 1%, Lag= 2.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 0.97 fps, Min. Travel Time= 1.5 min , Avg. Velocity = 0.45 fps, Avg. Travel Time= 3.2 min Peak Storage= 50 cf @ 12.21 hrs, Average Depth at Peak Storage= 0.19' Bank-Full Depth= 3.60', Capacity at Bank-Full= 973.97 cfs ' Custom cross-section, Length= 85.0' Slope= 0.0235 T (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders ' Inlet Invert= 175.40', Outlet Invert= 173.40' ' Existing Condition-01 Type 11124-hr 50-Year Rainfall=6.00" Prepared by (enter your company name here) Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 65 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -32.87 179.00 0.00 -23.63 178.00 1.00 -19.38 177.00 2.00 ' -9.27 176.00 3.00 0.00 175.40 3.60 9.27 176.00 3.00 19.38 177.00 2.00 23.63 178.00 1.00 32.87 179.00 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 0.0 0 0.00 0.60 5.6 18.6 473 11.35 ' 1.60 34.2 38.9 2,908 143.18 2.60 77.2 47.6 6,564 485.85 3.60 133.7 66.2 11,366 973.97 ' Summary for Reach 1 Rc: Intermittent Stream Inflow Area = 13.654 ac, 9.19% Impervious, Inflow Depth > 3.14" for 50-Year event ' Inflow 17.55 cfs @ 12.63 hrs, Volume= 3.576 of Outflow 17.47 cfs @ 12.70 hrs, Volume= 3.576 af, Atten= 0%, Lag= 4.1 min Routing by Stor-Ind+Trans method, Time Span= 0.0048.00 hrs, dt= 0.01 hrs Max. Velocity= 4.19 fps, Min. Travel Time=2.3 min Avg. Velocity= 1.47 fps, Avg. Travel Time=6.5 min ' Peak Storage= 2,391 cf @ 12.66 hrs, Average Depth at Peak Storage= 0.79' Bank-Full Depth= 3.20', Capacity at Bank-Full= 740.66 cfs Custom cross-section, Length= 573.0' Slope= 0.0740 '/' (103 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 173.40', Outlet Invert= 131.00' 1 1 Existing Condition-01 Type ili 24-hr 50-Year Rainfall=6.00" , Prepared by {enter your company name here} Printed 10/20/2010 HydroCADJ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 66 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -18.82 3.20 0.00 , -13.54 2.20 1.00 -8.63 1.20 2.00 -1.17 0.20 3.00 ' 0.00 0.00 3.20 1.17 0.20 3.00 8.63 1.20 2.00 13.54 2.20 1.00 ' 18.82 3.20 0.00 Depth End Area Perim. Storage Discharge (feet) .(sq-ft) (feet) (cubic-feet) {cfs) , 0.00 0.0 0.0 0 0.00 0.20 0.2 2.4 134 0.40 1.20 10.0 17.4 5,749 56.14 , 2.20 32.2 27.4 18,453 289.61 3.20 64.6 38.2 36,995 740.66 Summary for Reach 2R: Wetland Area E Outlet ' Inflow Area = 18.908 ac, 17.72% Impervious, Inflow Depth > 3.13" for 50-Year event Inflow = 19.41 cfs @ 12.89 hrs, Volume= 4.933 of , Outflow = 19.40 cfs @ 12.94 hrs, Volume= 4.933 af, Atten= 0%, Lag=2.8 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs , Max. Velocity= 3.30 fps, Min. Travel Time= 1.7 min Avg. Velocity = 1.31 fps, Avg. Travel Time=4.2 min Peak Storage= 1,946 cf @ 12.91 hrs, Average Depth at Peak Storage= 0.51' , Bank-Full Depth= 5.40', Capacity at Bank-Full= 6,334.34 cfs Custom cross-section, Length= 331.0' Slope= 0.05397' (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders , Inlet Invert= 128.60', Outlet Invert= 110.77' 1 ' Existing Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 67 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -67.70 134.00 0.00 -58.00 133.00 1.00 -52.50 132.00 2.00 ' -47.50 131.00 3.00 -16.00 130.00 4.00 -8.00 129.00 5.00 -2.00 128.60 5.40 2.00 128.60 5.40 8.00 129.00 5.00 16.00 130.00 4.00 47.50 131.00 3.00 52.50 132.00 2.00 58.00 133.00 1.00 67.50 134.00 0.00 i ' Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 4.0 0 0.00 0.40 4.0 16.0 1,324 10.94 1.40 28.0 32.2 9,269 175.53 2.40 91.5 95.2 30,287 614.76 3.40 191.5 105.4 63,387 1,967.07 4.40 302.0 116.6 99,962 3,929.64 5.40 427.6 135.9 141,536 6,334.34 ' Summary for Reach 3R: 24" RCP Under Highland Ave. Inflow Area = 21.308 ac, 17.22% Impervious, Inflow Depth > 3.20" for 50-Year event ' Inflow 20.54 cfs @ 12.92 hrs, Volume= 5.689 of Outflow 20.54 cfs @ 12.93 hrs, Volume= 5.689 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 13.23 fps, Min. Travel Time= 0.1 min Avg. Velocity =4.51 fps, Avg. Travel Time= 0.3 min ' Peak Storage= 109 cf @ 12.93 hrs, Average Depth at Peak Storage= 0.99' Bank-Full Depth=2.00', Capacity at Bank-Full= 41.71 cfs 24.0" Round Pipe ' n= 0.013 Concrete pipe, bends &connections Length= 70.0' Slope= 0.0340T Inlet Invert= 105.77', Outlet Invert= 103.39' Existing Condition-01 TYe 111 24-hr 50-Year Rainfal=6.00" 1 Prepared by {enter your company name here} Printed 10/20/2010 HydroCADO 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 68 Summary for Reach 4R: 24" RCP Highland Ave to Coolidge ' Inflow Area = 26.948 ac, 21.17% Impervious, Inflow Depth > 3.41" for 50-Year event , Inflow = 31.29 cfs @ 12.78 hrs, Volume= 7.661 of Outflow = 23.69 cfs @ 12.51 hrs, Volume= 7.661 af, Atten= 24%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 8.03 fps, Min. Travel Time=2.2 min Avg. Velocity= 2.99 fps, Avg. Travel Time= 5.9 min Peak Storage= 3,336 cf @ 12.49 hrs, Average Depth at Peak Storage= 2.00' ' Bank-Full Depth= 2.00', Capacity at Bank-Full= 22.13 cfs 24.0" Round Pipe ' n= 0.013 Concrete pipe, bends& connections Length= 1,062.0' Slope= 0.0096T Inlet Invert= 103.29', Outlet Invert= 93.13' ' (a I Summary for Reach PAI: Point of Analysis 1 Inflow Area = 57.867 ac, 28.21% Impervious, Inflow Depth > 3.74" for 50-Year event ' Inflow = 99.64 cfs @ 12.42 hrs, Volume= 18.015 of Outflow = 99.64 cfs @ 12.42 hrs, Volume= 18.015 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Reach PA2: Point of Analysis 2 , Inflow Area = 4.924 ac, 1.16% Impervious, Inflow Depth = 3.48" for 50-Year event Inflow = 12.32 cfs @ 12.36 hrs, Volume= 1.428 of Outflow = 12.32 cfs @ 12.36 hrs, Volume= 1.428 af, Atten= 0%, Lag= 0.0 min , Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Reach PA3: Point of Analysis 3 , Inflow Area = 5.603 ac, 17.42% Impervious, Inflow Depth = 3.88" for 50-Year event ' Inflow = 16.64 cfs @ 12.30 hrs, Volume= 1.813 of Outflow = 16.64 cfs @ 12.30 hrs, Volume= 1.813 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs , ' Existing Condition-01 Type 11124-hr 50-Year Rainfall=6.00" Prepared by (enter your company name here) Printed 10/20/2010 ' HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 69 Summary for Reach PA4: Point of Analysis 4 ' Inflow Area= 0.037 ac, 0.00% Impervious, Inflow Depth = 3.48" for 50-Year event Inflow 0.12 cfs @ 12.18 hrs, Volume= 0.011 of Outflow = 0.12 cfs @ 12.18 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Reach PA5: Point of Analysis 5 Inflow Area= 0.098 ac, 0.00% Impervious, Inflow Depth = 3.48" for 50-Year event Inflow = 0.31 cfs @ 12.20 hrs, Volume= 0.028 of I ' Outflow = 0.31 cfs @ 12.20 hrs, Volume= 0.028 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Pond 1W: Wetland Area D Inflow Area= 8.084 ac, 13.46% Impervious, Inflow Depth = 3.78" for 50-Year event Inflow _ 21.07 cfs @ 12.38 hrs, Volume= 2.547 of Outflow 12.68 cfs @ 12.70 hrs, Volume= 1.919 af, Atten= 40%, Lag= 19.4 min Primary = 12.68 cfs @ 12.70 hrs, Volume= 1.919 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 175.18' @ 12.70 hrs Surf.Area= 49,282 sf Storage=44,620 cf ' Plug-Flow detention time= 197.4 min calculated for 1.919 of(75% of inflow) Center-of-Mass det. time= 111.7 min ( 945.8- 834.1 ) ' Volume Invert Avail.Storage Storage Description #1 174.20' 165,452 cf Custom Stage Data(Prismatic)Listed below (Recalc) lilt Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 174.20 43,359 0 0 ' 175.00 47,098 36,183 36,183 176.00 59,570 53,334 89,517 177.00 92,301 75,936 165,452 ' Device Routing Invert Outlet Devices #1 Primary 174.80' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.20 1.20 2.20 3.20 4.20 Width (feet) 0.00 25.99 35.58 44.08 52.15 63.66 ' #2 Secondary 175.40' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.60 1.60 2.60 3.60 Width (feet) 0.00 18.54 38.75 47.25 65.73 i ' Existing Condition-01 Type 11124-hr 50-Year Rainfall=6.00" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 70 t Primary OutFlow Max=12.64 cfs @ 12.70 hrs HW=175.18' (Free Discharge) t-1=Custom Weir/Orifice (Weir Controls 12.64 cfs @ 1.73 fps) ' Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=174.20' (Free Discharge) 2=Custom Weir/Orifice ( Controls 0.00 cfs) , Summary for Pond 2W: Wetland Area E Inflow Area= 18.908 ac, 17.72% Impervious, Inflow Depth > 3.48" for 50-Year event ' Inflow = 34.26 cfs @ 12.26 hrs, Volume= 5.484 of Outflow = 19.41 cfs @ 12.89 hrs, Volume= 4.933 af, Atten=43%, Lag= 37.8 min Primary = 19.41 cfs @ 12.89 hrs, Volume= 4.933 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 129.25' @ 12.89 hrs Surf.Area= 81,585 sf Storage= 74,137 cf Plug-Flow detention time= 168.2 min calculated for 4.932 of(90% of inflow) , Center-of-Mass det. time= 111.6 min ( 979.1 - 867.5 ) Volume Invert Avail.Storage Storage Description ' #1 127.00' 230,600 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 127.00 106 0 0 128.00 469 288 288 ' 128.60 76,102 22,971 23,259 129.00 79,477 31,116 54,375 130.00 88,069 83,773 138,148 131.00 96,836 92,453 230,600 ' Device Routing Invert Outlet Devices #1 Primary 128.60' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) , Head (feet) 0.00 0.40 1.40 2.40 3.40 4.40 5.40 Width (feet) 4.00 16.00 32.00 95.00 105.00 116.00 133.00 Primary OutFlow Max=19.40 cfs @ 12.89 hrs HW=129.25' (Free Discharge) , t-1=Custom Weir/Orifice (Weir Controls 19.40 cfs @ 2.31 fps) ' Existing Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 71 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS ' Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlE: Subcatchmentl Runoff Area=104.520 sf 13.29% Impervious Runoff Depth=4.33" ' Flow Length=578' Tc=9.7 min CN=80 Runoff=10.67 cfs 0.865 of Subcatchment2aE:Subcatchment2a Runoff Area=74,583sf 1.74% Impervious Runoff Depth=4.11" Flow Length=612' Tc=14.2 min CN=78 Runoff=6.37 cfs 0.587 of Subcatchment2bE: Subcatchment2b Runoff Area=220.572 sf 3.29% Impervious Runoff Depth=4.11" Flow Length=215' Tc=14.6 min CN=78 Runoff=18.63 cfs 1.736 of ' Subcatchment2cE: Subcatchment2c Runoff Area=8,004 sf 0.00% Impervious Runoff Depth=4.01" Flow Length=170' Tc=14.0 min CN=77 Runoff=0.67 cfs 0.061 of ' Subcatchment2dE: Subcatchment2d Runoff Area=14,045 sf 0.00% Impervious Runoff Depth=4.01" Flow Length=458' Tc=19.3 min CN=77 Runoff=1.04 cfs 0.108 of Subcatchment3E:Subcatchment3 Runoff Area=352.158 sf 13.46% Impervious Runoff Depth=4.33" ' Flow Length=731' Tc=27.5 min CN=80 Runoff=24.05 cfs 2.915 of Subcatchment4E: Subcatchment4 Runoff Area=154.273 sf 58.32% Impervious Runoff Depth=5.32" Flow Length=217' Tc=22.2 min CN=89 Runoff=13.70 cfs 1.570 of ' SubcatchmentSE: Subcatchment6 Runoff Area=403.752 sf 38.00% Impervious Runoff Depth=4.65" Flow Length=1,761' Tc=22.2 min CN=83 Runoff--32.25 cfs 3.593 of ' Subcatchment6E: Subcatchment6 Runoff Area=245.683 sf 36.12% Impervious Runoff Depth=4.76" Flow Length=1,403' Tc=47.1 min CN=84 Runoff--14.07 cfs 2.238 of ' Subcatchment7E: Subcatchment7 Runoff Area=943.101 sf 32.78% Impervious Runoff Depth=4.54" Flow Length=1,525' Tc=32.2 min CN=82 Runoff--62.54 cfs 8.196 of ' Subcatchment8E: Subcatchment8 Runoff Area=214.484 sf 1.16% Impervious Runoff Depth=4.01" Flow Length=731' Tc=25.0 min CN=77 Runoff=14.16 cfs 1.645 of Subcatchment9E: Subcatchment9 Runoff Area=244;055 sf 17.42% Impervious Runoff Depth=4.43" Flow Length=1,028' Tc=21.5 min CN=81 Runoff--18.94 cfs 2.070 of Subcatchment10E:Subcatchment10 Runoff Area=1,608 sf 0.00% Impervious Runoff Depth=4.01" Flow Length=294' Tc=13.2 min CN=77 Runoff=0.14 cfs 0.012 of ' SubcatchmentllE:Subcatchmentl1 Runoff Area=4,277 sf 0.00% Impervious RunoffDepth=4.01" Flow Length=279' To--14.1 min CN=77 Runoff=0.36 cfs 0.033 of Reach 1Ra: Intermittent Stream Avg. Depth=0.47' Max Vel=1.70 fps Inflow=16.94 cfs 2.394 of n=0.050 L=105.0' S=0.0133 T Capacity=1,215.71 cfs Outflow=16.93 cfs 2.394 of ' Reach 1Rb: Intermittent Stream Avg. Depth=0.21' Max Vel=1.01 fps Inflow=0.67 cfs 0.061 of n=0.050 L=85.0' S=0.0235'/' Capacity=973.97 cfs Outflow=0.66 cfs 0.061 of Existing Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCADJ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 72 ' Reach 1Rc: Intermittent Stream Avg. Depth=0.87' Max Vel=4.50 fps Inflow=23.42 cfs 4.191 of n=0.050 L=573.0' 5=0.0740'P Capacity=740.66 cfs Outflow=23.32 cfs 4.191 of Reach 2R:Wetland Area E Outlet Avg. Depth=0.58' Max Vel=3.61 fps Inflow=25.86 cfs 5.797 of ' n=0.050 L=331.0' S=0.0539'P Capacity=6,334.34 cfs Outflow=25.84 cfs 5.796 of Reach 3R: 24"RCP Under Highland Ave. Avg. Depth=1.18' Max Vel=14.15 fps lnflow=27.24 cfs 6.662 of ' 24.0" Round Pipe n=0.013 L=70.0' S=0.0340'P Capacity=41.71 cfs Outflow=27.24 cfs 6.662 of Reach 4R: 24"RCP Highland Ave to Avg. Depth=2.00' Max Vel=8.03 fps Inflow=40.06 cfs 8.899 of 24.0" Round Pipe n=0.013 L=1,062.0' S=0.00967 Capacity=22.13 cfs Outflow=23.60 cfs 8.899 of Reach PAI: Point of Analysis 1 Inflow=114.75 cfs 20.687 of Outflow=114.75 cfs 20.687 of ' Reach PA2: Point of Analysis 2 Inflow=14.16 cfs 1.645 of Outflow=14.16 cfs 1.645 of ' Reach PA3: Point of Analysis 3 lnflow=18.94 cfs 2.070 of Outflow=18.94 cfs 2.070 of Reach PA4: Point of Analysis 4 Inflow=0.14 cfs 0.012 of ' Outflow=0.14 cfs 0.012 of Reach PAS: Point of Analysis 5 Inflow=0.36 cfs 0.033 of , Outflow=0.36 cfs 0.033 of Pond 1 W:Wetland Area D Peak Elev=175.23' Storage=47.214 cf Inflow=24.05 cfs 2.915 of , Primary=16.48 cfs 2.286 of Secondary=0.00 cfs 0.000 of Outflow=16.48 cfs 2.286 of Pond 2W:Wetland Area E Peak Elev=129.34' Storage=82.105 cf Inflow=39.00 cfs 6.348 of Outflow=25.86 cfs 5.797 of ' Total Runoff Area = 68.529 ac Runoff Volume= 25.628 of Average Runoff Depth =4.49" 74.67% Pervious = 51.170 ac 25.33% Impervious = 17.359 ac ' ' Existing Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 10/20/2010 tHydroCAD®9.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 73 Summary for Subcatchment 1E: Subcatchment 1 ' Runoff = 10.67 cfs @ 12.13 hrs, Volume= 0.865 af, Depth= 4.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 100-Year Rainfall=6.60" Area (so CN Description 76,063 77 Woods, Poor, HSG C ' 13,889 98 Paved parking & roofs 1,272 87 Dirt roads, HSG C 13,296 77 Brush, Poor, HSG C ' 104,520 80 Weighted Average 90,631 86.71% Pervious Area 13,889 13.29% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 50 0.1900 0.16 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 2.0 207 0.1159 1.70 Shallow Concentrated Flow, Shallow Conc. Flow Woodland Kv= 5.0 fps 2.4 243 0.1110 1.67 Shallow Concentrated Flow, Shallow Conc. Flow ' Woodland Kv= 5.0 fps 0.1 41 0.0976 5.03 Shallow Concentrated Flow, Rip-Rap Unpaved Kv= 16.1 fps ' 0.1 25 0.0928 6.18 Shallow Concentrated Flow, Sidewalk-Street Paved Kv= 20.3 fps 0.0 12 0.1090 14.98 11.76 Pipe Channel, 12" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.013 ' 9.7 578 Total Summary for Subcatchment 2aE: Subcatchment 2a ' Runoff = 6.37 cfs @ 12.19 hrs, Volume= 0.587 af, Depth= 4.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 100-Year Rainfall=6.60" Area (sf) CN Description ' 50,403 77 Woods, Poor, HSG C 1,299 98 Paved parking & roofs 2,776 87 Dirt roads, HSG C 20,105 77 Brush, Poor, HSG C ' 74,583 78 Weighted Average 73,284 98.26% Pervious Area 1,299 1.74% Impervious Area 1 Existing Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" , Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD@ 9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 74 ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 100 0.2870 0.22 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 2.3 131 0.0183 0.95 Shallow Concentrated Flow, Shallow Cone Short Grass Pasture Kv= 7.0 fps ' 2.1 141 0.0255 1.12 Shallow Concentrated Flow, Shallow Cone Short Grass Pasture Kv= 7.0 fps 1.6 112 0.2232 1.18 Shallow Concentrated Flow, Shallow Cone. Forest w/Heavy Litter Kv= 2.5 fps ' 0.7 128 0.0391 2.97 Shallow Concentrated Flow, Shallow Cone Grassed Waterway Kv= 15.0 fps 14.2 612 Total , Summary for Subcatchment 2bE: Subcatchment 2b Runoff = 18.63 cfs @ 12.20 hrs, Volume= 1.736 af, Depth= 4.11" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" ' Area (so CN Description 175,319 77 Woods, Poor, HSG C 7,251 98 Paved parking & roofs , 6,673 87 Dirt roads, HSG C 31,329 77 Brush, Poor, HSG C 220,572 78 Weighted Average ' 213,321 96.71% Pervious Area 7,251 3.29% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 13.4 100 0.0680 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" ' 1.2 115 0.1096 1.66 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps 14.6 215 Total Summary for Subcatchment 2cE: Subcatchment 2c Runoff = 0.67 cfs @ 12.19 hrs, Volume= 0.061 af, Depth= 4.01" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" ' Area{sf) CN Description 8,004 77 Woods, Poor, HSG C 8,004 100.00% Pervious Area ' Existing Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 75 Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) ' 6.4 74 0.2392 0.19 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 6.1 26 0.0330 0.07 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 1.5 70 0.0250 0.79 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 14.0 170 Total Summary for Subcatchment ME: Subcatchment 2d ' Runoff = 1.04 cfs @ 12.26 hrs, Volume= 0.108 af, Depth= 4.01" Runoff by SCS TR-20 method, UH=SCS,.Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" ' Area (sf) CN Description 14,045 77 Woods, Poor, HSG C t14,045 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 12.1 100 0.0880 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 44 0.2045 2.26 Shallow Concentrated Flow, Shallow Conc ' Woodland Kv= 5.0 fps 6.2 111 0.0144 0.30 Shallow Concentrated Flow, Shallow Conc. Forest w/Heavy Litter Kv= 2.5 fps 0.1 37 0.0110 5.62 4.42 Pipe Channel, 12" pipe ' 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.011 Concrete pipe, straight&clean 0.6 166 0.0970 4.67 Shallow Concentrated Flow, Shallow Conc Grassed Waterway Kv= 15.0 fps 19.3 458 Total - Summary for Subcatchment 3E: Subcatchment 3 Runoff 24.05 cfs @ 12.37 hrs, Volume= 2.915 af, Depth= 4.33" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" ' Area (sf) CN Description 304,762 77 Woods, Poor, HSG C 47,396 98 Water Surface, HSG C 352,158 80 Weighted Average 304,762 86.54% Pervious Area 47,396 13.46% Impervious Area Existing Condition-01 Type /// 24-hr 100-Year Rainfall=6.60" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 76 ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 12.0 100 0.0900 0.14 Sheet Flow, Sheet , Woods: Light underbrush n= 0.400 P2= 3.10" 1.6 282 0.0400 3.00 Shallow Concentrated Flow, Shallow Conc Grassed Waterway Kv= 15.0 fps ' 13.9 349 0.0070 0.42 Shallow Concentrated Flow,Vernal Pool Woodland Kv= 5.0 fps 27.5 731 Total Summary for Subcatchment 4E: Subcatchment 4 Runoff = 13.70 cfs @ 12.30 hrs, Volume= 1.570 af, Depth= 5.32" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" Area (sf) CN Description 30,775 83 1/4 acre lots, 38% imp, HSG C 45,227 77 Woods, Poor, HSG C ' 78,271 98 Water Surface, HSG C 154,273 89 Weighted Average 64,308 41.68% Pervious Area ' 89,966 58.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) ' 2.3 33 0.2121 0.24 Sheet Flow, Sheet-Grass Grass: Dense n= 0.240 P2= 3.10" 17.8 67 0.0149 0.06 Sheet Flow, Sheet Woods ' Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 117 0.0340 0.92 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 22.2 217 Total ' Summary for Subcatchment SE: Subcatchment 5 Runoff = 32.25 cfs @ 12.30 hrs, Volume= 3.593 af, Depth= 4.65" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" ' Area (sf) CN Description 403,752 83 1/4 acre lots, 38% imp, HSG C , 250,326 62.00% Pervious Area 153,426 38.00% Impervious Area t ' Existing Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here) Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 77 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 14.6 100 0.0550 0.11 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 4.1 326 0.0706 1.33 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 0.6 140 0.0326 3.67 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 2.7 1,123 0.0240 7.03 5.52 Pipe Channel, 18" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.013 Concrete pipe, bends & connections 0.2 72 0.0117 7.79 24.47 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' ' n= 0.013 Concrete pipe bends &connections 22.2 1,761 Total ' Summary for Subcatchment 6E: Subcatchment 6 Runoff = 14.07 cfs @ 12.61 hrs, Volume= 2.238 af, Depth= 4.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" ' Area (sf) CN Description 59,165 83 1/4 acre lots, 38% imp, HSG C 108,567 77 Woods, Poor, HSG C ' 77,951 94 Urban commercial, 85% imp, HSG C 245,683 84 Weighted Average 156,942 63.88% Pervious Area 88,741 36.12% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 21.8 100 0.0200 0.08 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 23.0 723 0.0110 0.52 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 2.3 571 0.0400 4.06 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 0.0 9 0.1367 16.77 13.17 Pipe Channel, 12" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.013 Concrete pipe, bends& connections 47.1 1,403 Total ' Summary for Subcatchment 7E: Subcatchment 7 Runoff = 62.54 cfs @ 12.42 hrs, Volume= 8.196 af, Depth= 4.54" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" 1 Existing Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 78 ' Area (so CN Description 813,598 83 1/4 acre lots, 38% imp, HSG C 129,503 77 Woods, Poor, HSG C ' 943,101 82 Weighted Average 633,934 67.22% Pervious Area 309,167 32.78% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 11.5 100 0.1000 0.15 Sheet Flow, Sheet ' Woods: Light underbrush n= 0.400 P2= 3.10" 20.6 1,385 0.0500 1.12 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 0.1 40 0.0100 7.20 22.62 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 32.2 1,525 Total Summary for Subcatchment 8E: Subcatchment 8 Runoff = 14.16 cfs @ 12.35 hrs, Volume= 1.645 af, Depth= 4.01" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" Area(sf) CN Description 177,338 77 Woods, Poor, HSG C 33,618 77 Brush, Poor, HSG C ' 1,032 87 Dirt roads, HSG C 2,496 98 Paved parking & roofs 214,484 77 Weighted Average 211,988 98.84% Pervious Area ' 2,496 1.16% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (fUft) (ft/sec) (cfs) 17.4 100 0.0350 0.10 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" ' 5.2 375 0.0579 1.20 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 2.4 256 0.1240 1.76 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 25.0 731 Total Summary for Subcatchment 9E: Subcatchment 9 ' Runoff = 18.94 cfs @ 12.30 hrs, Volume= 2.070 af, Depth= 4.43" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs , Type III 24-hr 100-Year Rainfall=6.60" t ' Existing Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 79 Area (so CN Description 192,020 77 Woods, Poor, HSG C 1 42,511 98 Paved parking & roofs 9,524 77 Brush, Poor, HSG C 244,055 81 Weighted Average ' 201,544 82.58% Pervious Area 42,511 17.42% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 100 0.0610 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" ' 2.1 199 0.0980 1.57 Shallow Concentrated Flow, Shallow Conc. Woodland Kv= 5.0 fps 2.3 148 0.0470 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps ' 1.1 157 0.2100 2.29 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.1 12 0.5830 3.82 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.3 55 0.0470 3.49 Shallow Concentrated Flow, Shallow Concentrated Flow-grass Unpaved Kv= 16.1 fps 0.4 104 0.0540 4.72 Shallow Concentrated Flow, Shallow Conc. Pavement Paved Kv= 20.3 fps 1.1 185 0.0070 2.90 1.01 Pipe Channel, 8" CL 8.0" Round Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.013 0.1 68 0.0110 8.76 43.02 Pipe Channel, 30" CMP ' 30.0" Round Area= 4.9 sf Perim= 7.9' r= 0.63' n= 0.013 21.5 1,028 Total ' Summary for Subcatchment 10E: Subcatchment 10 Runoff = 0.14 cfs @ 12.18 hrs, Volume= 0.012 af, Depth= 4.01" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" _ Area (sf) CN Description 1,608 77 Woods, Poor, HSG C 1,608 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.8 100 0.0930 0.14 Sheet Flow, Sheet Flow t Woods: Light underbrush n= 0.400 P2= 3.10" 1.4 194 0.2240 2.37 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps ' 13.2 294 Total 1 Existing Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCADO 9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 80 , Summary for Subcatchment 11 E: Subcatchment 11 Runoff = 0.36 cfs @ 12.19 hrs, Volume= 0.033 af, Depth= 4.01" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" ' Area (sf) CN Description 4,277 77 Woods, Poor, HSG C 4,277 100.00% Pervious Area , Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) ' 11.6 100 0.0970 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 48 0.2000 2.24 Shallow Concentrated Flow, Shallow Conc , Woodland Kv= 5.0 fps 2.1 131 0.0450 1.06 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 14.1 279 Total ' Summary for Reach 1 Ra: Intermittent Stream Inflow Area = 8.407 ac, 12.94% Impervious, Inflow Depth > 3.42" for 100-Year event t Inflow = 16.94 cfs @ 12.63 hrs, Volume= 2.394 of Outflow = 16.93 cfs @ 12.66 hrs, Volume= 2.394 af, Atten= 0%, Lag= 1.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 1.70 fps, Min. Travel Time= 1.0 min Avg. Velocity= 0.43 fps, Avg. Travel Time=4.1 min ' Peak Storage= 1,046 cf @ 12.64 hrs, Average Depth at Peak Storage= 0.47' Bank-Full Depth=4.20', Capacity at Bank-Full= 1,215.71 cfs Custom cross-section, Length= 105.0' Slope= 0.01337' (104 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders ' Inlet Invert= 174.80', Outlet Invert= 173.40' ' Existing Condition-01 Type ///24-hr 100-Year Rainf611=6.60" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 81 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -31.83 4.20 0.00 -26.08 3.20 1.00 -22.04 2.20 2.00 ' -17.79 1.20 3.00 -13.00 0.20 4.00 0.00 0.00 4.20 13.00 0.20 4.00 ' 17.79 1.20 3.00 22.04 2.20 2.00 26.08 3.20 1.00 31.83 4.20 0.00 ' Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) ' 0.00 0.0 0.0 0 0.00 0.20 2.6 26.0 273 1.92 1.20 33.4 35.8 3,506 109.41 2.20 73.2 44.5 7,688 350.10 ' 3.20 121.3 52.8 12,741 724.75 4.20 179.3 64.5 18,821 1,215.71 ' Summary for Reach 1 Rb: Intermittent Stream Inflow Area = 0.184 ac, 0.00% Impervious, Inflow Depth = 4.01" for 100-Year event Inflow = 0.67 cfs @ 12.19 hrs, Volume= 0.061 of ' Outflow = 0.66 cfs @ 12.23 hrs, Volume= 0.061 af, Atten= 1%, Lag= 2.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 1.01 fps, Min. Travel Time= 1.4 min Avg. Velocity = 0.46 fps, Avg. Travel Time= 3.1 min Peak Storage= 56 cf @ 12.21 hrs, Average Depth at Peak Storage= 0.21' Bank-Full Depth= 3.60', Capacity at Bank-Full= 973.97 cfs Custom cross-section, Length= 85.0' Slope= 0.0235 '/' (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 175.40', Outlet Invert= 173.40' 1 Existing Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" ' Prepared by (enter your company name here) Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 82 , Offset Elevation Chan.Depth (feet) (feet) (feet) -32.87 179.00 0.00 ' -23.63 178.00 1.00 -19.38 177.00 2.00 -9.27 176.00 3.00 ' 0.00 175.40 3.60 9.27 176.00 3.00 19.38 177.00 2.00 23.63 178.00 1.00 ' 32.87 179.00 0.00 Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) ' 0.00 0.0 0.0 0 0.00 0.60 5.6 18.6 473 11.35 1.150 34.2 38.9 2,908 143.18 , 2.60 77.2 47.6 6,564 485.85 3.60 133.7 66.2 11,366 973.97 Summary for Reach 1 Rc: Intermittent Stream , Inflow Area = 13.654 ac, 9.19% Impervious, Inflow Depth > 3.68" for 100-Year event Inflow = 23.42 cfs @ 12.57 hrs, Volume= 4.191 of ' Outflow = 23.32 cfs @ 12.63 hrs, Volume= 4.191 af, Atten= 0%, Lag= 3.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 4.50 fps, Min. Travel Time=2.1 min ' Avg. Velocity= 1.50 fps, Avg. Travel Time= 6.4 min Peak Storage= 2,971 cf @ 12.59 hrs, Average Depth at Peak Storage= 0.87' ' Bank-Full Depth= 3.20', Capacity at Bank-Full= 740.66 cfs Custom cross-section, Length= 573.0' Slope= 0.0740 '/' (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders , Inlet Invert= 173.40', Outlet Invert= 131.00' 1 „ii!iRr k ' f 4�4rht ' Existing Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 83 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -18.82 3.20 0.00 -13.54 2.20 1.00 -8.63 1.20 2.00 ' -1.17 0.20 3.00 0.00 0.00 3.20 1.17 0.20 3.00 8.63 1.20 2.00 ' 13.54 2.20 1.00 18.82 3.20 0.00 ' Depth End Area Perim, Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 0.0 0 0.00 0.20 0.2 2.4 134 0.40 ' 1.20 10.0 17.4 5,749 56.14 2.20 32.2 27.4 18,453 289.61 3.20 64.6 38.2 36,995 740.66 ' Summary for Reach 2R: Wetland Area E Outlet Inflow Area = 18.908 ac, 17.72% Impervious, Inflow Depth > 3.68" for 100-Year event ' Inflow 25.86 cfs @ 12.81 hrs, Volume= 5.797 of Outflow 25.84 cfs @ 12.85 hrs, Volume= 5.796 af, Atten= 0%, Lag= 2.6 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 3.61 fps, Min. Travel Time= 1.5 min Avg. Velocity = 1.34 fps, Avg. Travel Time=4.1 min ' Peak Storage=2,370 cf @ 12.83 hrs, Average Depth at Peak Storage= 0.58' Bank-Full Depth= 5.40', Capacity at Bank-Full= 6,334.34 cfs Custom cross-section, Length= 331.0' Slope= 0.0539 '/' (103 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 128.60', Outlet Invert= 110.77' 1 Existing Condition-01 Type 24-hr 100-Year Rainfall=6.60" Prepared by (enter your company name here) Printed 10/20/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 84 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -67.70 134.00 0.00 ' -58.00 133.00 1.00 -52.50 132.00 2.00 47.50 131.00 3.00 ' -16.00 130.00 4.00 -8.00 129.00 5.00 -2.00 128.60 5.40 2.00 128.60 5.40 , 8.00 129.00 5.00 16.00 130.00 4.00 47.50 131.00 3.00 52.50 132.00 2.00 ' 58.00 133.00 1.00 67.50 134.00 0.00 Depth End Area Perim. Storage Discharge t (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 4.0 0 0.00 0.40 4.0 16.0 1,324 10.94 ' 1.40 28.0 32.2 9,269 175.53 2.40 91.5 95.2 30,287 614.76 3.40 191.5 105.4 63,387 1,967.07 ' 4.40 302.0 116.6 99,962 3,929.64 5.40 427.6 135.9 141,536 6,334.34 Summary for Reach 3R: 24" RCP Under Highland Ave. ' Inflow Area = 21.308 ac, 17.22% Impervious, Inflow Depth > 3.75" for 100-Year event Inflow = 27.24 cfs @ 12.84 hrs, Volume= 6.662 of ' Outflow = 27.24 cfs @ 12.84 hrs, Volume= 6.662 af, Atten= 0%, Lag= 0.1 min Routing by°Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 14.15 fps, Min. Travel Time= 0.1 min ' Avg. Velocity=4.62 fps, Avg. Travel Time= 0.3 min Peak Storage= 135 cf @ 12.84 hrs, Average Depth at Peak Storage= 1.18' , Bank-Full Depth= 2.00', Capacity at Bank-Full=41.71 cfs 24.0" Round Pipe n= 0.013 Concrete pipe, bends & connections t Length= 70.0' Slope= 0.0340 ? Inlet Invert= 105.77', Outlet Invert= 103.39' 1 ' Existing Condition-01 Type Ill 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 85 Summary for Reach 4R: 24" RCP Highland Ave to Coolidge ' Inflow Area = 26.948 ac, 21.17% Impervious, Inflow Depth > 3.96" for 100-Year event Inflow 40.06 cfs @ 12.76 hrs, Volume= 8.899 of Outflow = 23.60 cfs @ 12.40 hrs, Volume= 8.899 af, Atten=41%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 8.03 fps, Min. Travel Time= 2.2 min Avg. Velocity = 3.06 fps, Avg. Travel Time= 5.8 min ' Peak Storage= 3,336 cf @ 12.38 hrs, Average Depth at Peak Storage= 2.00' Bank-Full Depth= 2.00', Capacity at Bank-Full= 22.13 cfs ' 24.0" Round Pipe n= 0.013 Concrete pipe, bends &connections Length= 1,062.0' Slope= 0.0096 '/' ' Inlet Invert= 103.29', Outlet Invert= 93.13' Summary for Reach PAI: Point of Analysis 1 ' Inflow Area = 57.867 ac, 28.21% Impervious, Inflow Depth > 4.29" for 100-Year event Inflow 114.75 cfs @ 12.40 hrs, Volume= 20.687 of Outflow = 114.75 cfs @ 12.40 hrs, Volume= 20.687 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Reach PA2: Point of Analysis 2 Inflow Area = 4.924 ac, 1.16% Impervious, Inflow Depth = 4.01" for 100-Year event Inflow = 14.16 cfs @ 12.35 hrs, Volume= 1.645 of ' Outflow = 14.16 cfs @ 12.35 hrs, Volume= 1.645 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Reach PA3: Point of Analysis 3 ' Inflow Area= 5.603 ac, 17.42% Impervious, Inflow Depth = 4.43" for 100-Year event Inflow 18.94 cfs @ 12.30 hrs, Volume= 2.070 of Outflow 18.94 cfs @ 12.30 hrs, Volume= 2.070 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 1 1 Existing Condition-01 Type /// 24-hr 100-Year Rainfall=6.60" ' Prepared by (enter your company name here) Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 86 ' Summary for Reach PA4: Point of Analysis 4 Inflow Area = 0.037 ac, 0.00% Impervious, Inflow Depth = 4.01" for 100-Year event t Inflow = 0.14 cfs @ 12.18 hrs, Volume= 0.012 of Outflow = 0.14 cfs @ 12.18 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Routing by Star-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Reach PAS: Point of Analysis 5 , Inflow Area = 0.098 ac, 0.00% Impervious, Inflow Depth = 4.01" for 100-Year event Inflow = 0.36 cfs @ 12.19 hrs, Volume= 0.033 of Outflow = 0.36 cfs @ 12.19 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Pond 1W: Wetland Area D , Inflow Area = 8.084 ac, 13.46% Impervious, Inflow Depth = 4.33" for 100-Year event Inflow = 24.05 cfs @ 12.37 hrs, Volume= 2.915 of ' Outflow = 16.48 cfs @ 12.64 hrs, Volume= 2.286 af, Atten= 31%, Lag= 15.8 min Primary = 16.48 cfs @ 12.64 hrs, Volume= 2.286 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 175.23' @ 12.64 hrs Surf.Area=49,934 sf Storage=47,214 cf Plug-Flow detention time= 179.7 min calculated for 2.286 of(78% of inflow) ' Center-of-Mass det. time= 100.0 min ( 930.2 -830.2 ) Volume Invert Avail.Storage Storage Description ' #1 174.20' 165,452 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' ___(feet) (sq-ft) (cubic-feet) (cubic-feet) 174.20 43,359 0 0 175.00 47,098 36,183 36,183 176.00 59,570 53,334 89,517 ' 177.00 92,301 75,936 165,452 Device Routing Invert Outlet Devices ' #1 Primary 174.80' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.20 1.20 2.20 3.20 4.20 Width (feet) 0.00 25.99 35.58 44.08 52.15 63.66 #2 Secondary 175.40' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) , Head (feet) 0.00 0.60 1.60 2.60 3.60 Width (feet) 0.00 18.54 38.75 47.25 65.73 Existing Condition-01 Type ///24-hr 100-Year Rainfall=6.60" Prepared by (enter your company name here) Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 87 Primary OutFlow Max=16.44 cfs @ 12.64 hrs HW=175.23' (Free Discharge) ' 't-' I=Custom Weir/Orifice (Weir Controls 16.44 cfs @ 1.88 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=174.20' (Free Discharge) ' 2=Custom Weir/Orifice ( Controls 0.00 cfs) Summary for Pond 2W: Wetland Area E ' Inflow Area = 18.908 ac, 17.72% Impervious, Inflow Depth > 4.03" for 100-Year event Inflow 39.00 cfs @ 12.26 hrs, Volume= 6.348 of Outflow = 25.86 cfs @ 12.81 hrs, Volume= 5.797 af, Atten= 34%, Lag= 32.8 min ' Primary = 25.86 cfs @ 12.81 hrs, Volume= 5.797 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 129.34' @ 12.81 hrs Surf.Area= 82,420 sf Storage= 82,105 cf ' Plug-Flow detention time= 151.9 min calculated for 5.795 of(91% of inflow) Center-of-Mass det. time= 101.8 min ( 962.5-860.7 ) ' Volume Invert Avail.Storage Storage Description #1 127.00' 230,600 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 127.00 106 0 0 ' 128.00 469 288 288 128.60 76,102 22,971 23,259 129.00 79,477 31,116 54,375 130.00 88,069 83,773 138,148 ' 131.00 96,836 92,453 230,600 Device Routing Invert Outlet Devices ' #1 Primary 128.60' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.40 1.40 2.40 3.40 4.40 5.40 Width (feet) 4.00 16.00 32.00 95.00 105.00 116.00 133.00 ' Primary OutFlow Max=25.80 cfs @ 12.81 hrs HW=129.34' (Free Discharge) t__1=Custom Weir/Orifice (Weir Controls 25.80 cfs @ 2.48 fps) ' 1 ' 2 P Sub ' Submt1�ment 3 wtant 2c �m ' Wetland Area D 2 Sect menLLLF: y 2 VI" �oretm 1Rc � 1R6', �� 1Ra, 4 '2aPi Relocated Intermittent Relocated Intermittent Relocated Intermittent Subcatchment 2a SV am Stream Stream 2D ' Subcatchment 2b Delentio Pond 1Rd Relocatetl nm S am ' 2dP. 1Rta:. Subcatchment 2tl Relocated intermittent $bP- S am mce ^ �� 1Rf. Subcat mens Bb yPP / V Submtchment 4 Wetland Area E Intermittent Stream ' vllll ,I 2R!,, Sedimerebay 8 Wetland Ama E OutletOII . LL Submtchment Be Delentio'III Pond Be 2HiglZ Aver Subcatchment 1 Hi hlad�rd Ave. OII Subcatc iment9 6nPn.+ 4R` 8dP' IDb. ' Subcatchment 6 24"RCP H6hland Ave Subcatch ment BeBc Detentioq Pond 8 to C lidge bll Subcatchment 7 Point of Analysis t Subcatchment 5 Submtchment Be Point of Analysis 2 Point of Analysis 3 Subaat Reach on �IOk Drainage Diagram for Proposed Condition-01 amvljxc 1- Prepared by{enter your company name here}, Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 0 2009 HydroCAD Software Solutions LLC 1 Proposed Condition-01 ' Prepared by (enter your company name here) Printed 10/20/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 2 , Area Listing (all nodes) Area CN Description , (acres) (subcatchment-numbers) 6.887 74 >75% Grass cover, Good, HSG C (1 P, 2aP,2bP,2cP, 2dP, 8bP, 8cP, 8dP, 9P) 0.314 77 Brush, Poor, HSG C (1 P, 2aP, 2dP, 8bP, 9P) ' 14.871 77 Woods, Poor, HSG C (1 P, 2aP, 2cP,2dP, 3P,4P,6P, 7P, 8bP, 8cP, 9P) 30.011 83 1/4 acre lots, 38% imp, HSG C (4P, 5P, 6P, 7P) 0.025 87 Dirt roads, HSG C (8bP) ' 0.169 89 Gravel roads, HSG C (2cP) 1.790 94 Urban commercial, 85% imp, HSG C (6P) 11.681 98 Paved parking &roofs (1 P, 2bP, 2cP, 8a P, 8bP, 9P) , 2.780 98 Water Surface, HSG C (3P,4P) 68.529 TOTAL AREA 1 1 t ' Proposed Condition-01 Type /Il 24-hr 2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 3 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS ' Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlP: Subcatchmentl Runoff Area=45,255sf 23.41% Impervious Runoff Depth=1.47" ' Flow Length=312' Tc=8.4 min CN=81 Runoff=1.63 cfs 0.127 of Subcatchment2aP:Subcatchment2a Runoff Area=59.077 sf 0.00% Impervious Runoff Depth=1.04" Tc=0.0 min CN=74 Runoff--1.91 ofs 0.117 of ' Subcatchment2bP: Subcatchment2b Runoff Area=160.804 sf 75.48% Impervious Runoff Depth=2.35" Tc=5.0 min CN=92 Runoff=10.30 cfs 0.723 of ' Subcatchment2cP: Subcatchment2c Runoff Area=332.115 sf 81.18% Impervious Runoff Depth=2.54" Tc=5.0 min CN=94 Runoff--22.57 cfs 1.616 of ' Subcatchment2dP: Subcatchment2d Runoff Area=38.258 sf 0.00% Impervious Runoff Depth=1.15" Flow Length=213' Tc=18.4 min CN=76 Runoff=0.79 cfs 0.084 of Subcatchment3P: Subcatchment3 Runoff Area=281.378 sf 15.22% Impervious Runoff Depth=1.40" Flow Length=731' Tc=27.5 min CN=80 Runoff=6.16 cfs 0.755 of Subcatchment4P: Subcatchment4 Runoff Area=154.273 sf 58.32% Impervious Runoff Depth=2.08" Flow Length=217' Tc=22.2 min CN=89 Runoff=5.56 cfs 0.614 of ' SubcatchmentSP:Subcatchment5 Runoff Area=403.752 sf 38.00% Impervious Runoff Depth=1.61" Flow Length=1,761' Tc=22.2 min CN=83 Runoff--11.26 cfs 1.243 of Subcatchment6P: Subcatchment6 Runoff Area=245.683 sf 36.12% Impervious Runoff Depth=1.68" Flow Length=1,403' Tc=47.1 min CN=84 Runoff--5.01 cfs 0.791 of ' Subcatchment7P: Subcatchment7 Runoff Area=943.101 sf 32.78% Impervious Runoff Depth=1.54" Flow Length=1,525' Tc=32.2 min CN=82 Runoff-21.22 cfs 2.775 of ' Subcatchment8aP: Subcatchment8a Runoff Area=9,900 sf 100.00% Impervious Runoff Depth=2.97" Tc=5.0 min CN=98 Runoff--0.73 cfs 0.056 of Subcatchment8bP:Subcatchment8b Runoff Area=139.994 sf 19.30% Impervious Runoff Depth=1.34" ' Flow Length=554' Tc=18.6 min CN=79 Runoff=3.43 cfs 0.358 of Subcatchment8cP: Subcatchment8c Runoff Area=22.435 sf 0.00% Impervious Runoff Depth=1.09" Flow Length=399' Tc=13.3 min CN=75 Runoff=0.50 cfs 0.047 of ' SubcatchmentBdP:Subcatchment8c Runoff Area=8,920 sf 0.00% Impervious Runoff Depth=1.04" Flow Length=169' Tc=2.4 min CN=74 Runoff=0.27 cfs 0.018 of ' Subcatchment9P: Subcatchment9 Runoff Area=140.170 sf 50.18% Impervious Runoff Depth=1.91" Flow Length=591' Tc=14.9 min CN=87 Runoff=5.49 cfs 0.513 of ' Reach 1Ra: Relocated Intermittent Stream Avg. Depth=0.19' Max Vel=4.58 fps Inflow=1.91 cfs 0.241 of n=0.050 L=43.9' S=0.2699'/' Capacity=749.24 cfs Outflow=1.89 cfs 0.241 of I , Proposed Condition-01 Type 11124-hr2-Year Rainfall=3.20" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 4 ' Reach 1Rb: Relocated Intermittent Stream Avg. Depth=0.44' Max Vel=1.13 fps Inflow=1.89 cfs 0.241 of n=0.050 L=346.7' S=0.00857 Capacity=133-02 cfs Outflow=1.43 cfs 0.241 of Reach 1Rc: Relocated Intermittent Stream Avg. Depth=0.30' Max Vel=1.96 fps Inflow=1.43 cfs 0.241 of , n=0.050 L=244.7' S=0.0300'P Capacity=249.76 cfs Outflow=1.33 cfs 0.241 of Reach 1Rd: Relocated Intermittent Stream Avg. Depth=0.42' Max Vel=0.83 fps Inflow=1.33 cfs 0.241 of , n=0.050 L=537.0' S=0.0051 'P Capacity=102.82 cfs Outflow=0.95 cfs 0.240 of Reach 1Re: Relocated Intermittent Stream Avg. Depth=0.13' Max Vel=3.52 fps Inflow=0.95 cfs 0.240 of , n=0.050 L=23.8' S=0.25087 Capacity=722.26 cfs Outflow=0.95 cfs 0.240 of Reach 1Rf: Intermittent Stream Avg. Depth=0.22' Max Vel=3.35 fps Inflow=0.95 cfs 0.240 of n=0.050 L=51.7' S=0.2515'P Capacity=1,365.34 cfs Outflow=0.95 cfs 0.240 of ' Reach 2R:Wetland Area E Outlet Avg. Depth=0.14' Max Vel=1.58 fps Inflow=1.43 cfs 2.258 of n=0.050 L=331.0' S=0.0539'/' Capacity=6,334.34 cfs Outflow=1.43 cfs 2.256 of ' Reach 3R: 24"RCP Under Highland Ave. Avg. Depth=0.27' Max Vel=6.44 fps Inflow=1.63 cfs 2.384 of 24.0" Round Pipe n=0.013 L=70.0' S=0.0340'P Capacity=41.71 cfs Outflow=1.63 cfs 2.383 of Reach 4R: 24"RCP Highland Ave to Coolidge Avg. Depth=0.67' Max Vel=5.79 fps Inflow=5.34 cfs 3.174 of ' 24.0" Round Pipe n=0.013 L=1,062.0' S=0.0096'P Capacity=22.13 cfs Outflow=5.31 cfs 3.172 of Reach PA1: Point of Analysis 1 Inflow=35.20 cfs 7.190 of ' Outflow=35.20 cfs 7.190 of Reach PA2: Point of Analysis Inflow=2.52 cfs 0.380 of ' Outflow=2.52 cfs 0.380 of Reach PA3: Point of Analysis 3 Inflow=5.49 cfs 0.513 of Outflow=5.49 cfs 0.513 of ' Pond 1W:Wetland Area D Peak Elev=174.89' Storage=30.779 cf Inflow=6.16 cfs 0.755 of Outflow=0.12 cfs 0.124 of ' Pond 21): Detention Pond 2 Peak EIev=152.70' Storage=69.124 cf Inflow=32.79 cfs 2.284 of Outflow=1.12 cfs 1.905 of Pond 2F: Sediment Forebay 2 Peak Elev=149.97' Storage=3,091 cf Inflow=22.57 cfs 1.616 of ' Outflow=22.51 cfs 1.561 of Pond 2W:Wetland Area E Peak Elev=128.77' Storage=36.315 cf Inflow=7.62 cfs 2.843 of Outflow=1.43 cfs 2.258 of ' Pond 8Da: Detention Pond 8a Peak EIev=152.04' Storage=708 cf Inflow=3.72 cfs 0.403 of ' Outflow=3.76 cfs 0.394 of Pond 8Db: Detention Pond 8b Peak EIev=153.20' Storage=5,595 cf Inflow=3.87 cfs 0.411 of Outflow=2.29 cfs 0.333 of ' Pond 817: Sediment Forebay 8 Peak Elev=153.96' Storage=553 cf Inflow=3.43 cfs 0.358 of Outflow=3.43 cfs 0.347 of 1 1 ' Proposed Condition-01 Type 111 24-hr2-Year Rainfall=3.20" Prepared by{enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 5 Total Runoff Area = 68.529 ac Runoff Volume= 9.838 of Average Runoff Depth = 1.72" 60.04% Pervious =41.142 ac 39.96% Impervious=27.386 ac 1 I 1 i 1 Proposed Condition-01 Type 11124-hr2-Year Rainfall=3.20" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 6 ' Summary for Subcatchment 1 P: Subcatchment 1 Runoff = 1.63 cfs @ 12.12 hrs, Volume= 0.127 af, Depth= 1.47" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" ' Area (so CN Description 16,308 77 Woods, Poor, HSG C 10,594 98 Paved parking & roofs ' 3,381 77 Brush, Poor, HSG C 14,972 74 >75% Grass cover, Good, HSG C 45,255 81 Weighted Average ' 34,661 76.59% Pervious Area 10,594 23.41% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 6 0.0200 0.07 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.10" , 6.2 94 0.4100 0.25 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.2 29 0.3100 2.78 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps ' 0.4 101 0.0528 4.66 Shallow Concentrated Flow, Shallow Cone-Paved Paved Kv= 20.3 fps 0.1 82 0.0730 19.46 61.12 Pipe Channel, 15" HDPE 24.0" Round Area= 3.1 sf Perim=6.3' r- 0.50' , n= 0.013 Corrugated PE, smooth interior 8.4 312 Total Summary for Subcatchment 2aP: Subcatchment 2a ' Runoff = 1.91 cfs @ 12.00 hrs, Volume= 0.117 af, Depth= 1.04" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 6,964 77 Woods, Poor, HSG C 418 77 Brush, Poor, HSG C ' 51,695 74 >75% Grass cover, Good, HSG C 59,077 74 Weighted Average 59,077 100.00% Pervious Area 1 ' Proposed Condition-01 Type /// 24-hr 2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 21bP: Subcatchment 21b ' Runoff = 10.30 cfs @ 12.07 hrs, Volume= 0.723 af, Depth= 2.35' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 121,380 98 Paved parking & roofs 39,424 74 >75% Grass cover, Good, HSG C 160,804 92 Weighted Average 39,424 24.52% Pervious Area 121,380 75.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) ' 5.0 Direct Entry, Summary for Subcatchment 2cP: Subcatchment 2c ' Runoff = 22.57 cfs @ 12.07 hrs, Volume= 1.616 af, Depth= 2.54" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description ' 269,608 98 Paved parking & roofs 34,355 74 >75% Grass cover, Good, HSG C 7,365 89 Gravel roads, HSG C ' 20,787 77 Woods, Poor, HSG C 332,115 94 Weighted Average 62,507 18.82% Pervious Area 269,608 81.18% Impervious Area L ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 5.0 Direct Entry, Direct Entry Summary for Subcatchment 2dP: Subcatchment 2d Runoff = 0.79 cfs @ 12.27 hrs, Volume= 0.084 af, Depth= 1.15' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 2-Year Rainfall=3.20" 1 1 1 Proposed Condition-01 Type 111 24-hr 2-Year Rainfall=3.20" ' Prepared by (enter your company name here) Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 8 ' Area (sf) CN Description 27,083 77 Woods, Poor, HSG C ` 462 77 Brush, Poor, HSG C ' 10,713 74 >75% Grass cover, Good, HSG C 38,258 76 Weighted Average 38,258 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 2.0 29 0.6550 0.24 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 14.5 71 0.0280 0.08 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" , 1.9 113 0.0389 0.99 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps 18.4 213 Total Summary for Subcatchment 3P: Subcatchment 3 Runoff = 6.16 cfs @ 12.38 hrs, Volume= 0.755 af, Depth= 1.40" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description ' 238,560 77 Woods, Poor, HSG C 42,818 98 Water Surface, HSG C ' 281,378 80 Weighted Average 238,560 84.78% Pervious Area 42,818 15.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 12.0 100 0.0900 0.14 Sheet Flow, Sheet t Woods: Light underbrush n= 0.400 P2= 3.10" 1.6 282 0.0400 3.00 Shallow Concentrated Flow, Shallow Cone Grassed Waterway Kv= 15.0 fps 13.9 349 0.0070 0.42 Shallow Concentrated Flow,Vernal Pool ' Woodland Kv= 5.0 fps 27.5 731 Total Summary for Subcatchment 4P: Subcatchment 4 ' Runoff = 5.56 cfs @ 12.31 hrs, Volume= 0.614 af, Depth= 2.08" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" I ' Proposed Condition-01 Type 111 24-hr 2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 9 Area (sf) CN Description 30,775 83 1/4 acre lots, 38% imp, HSG C ' 45,227 77 Woods, Poor, HSG C 78,271 98 Water Surface, HSG C 154,273 89 Weighted Average ' 64,308 41.68% Pervious Area 89,966 58.32% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 33 0.2121 0.24 Sheet Flow, Sheet-Grass Grass: Dense n= 0.240 P2= 3.10" ' 17.8 67 0.0149 0.06 Sheet Flow, Sheet Woods Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 117 0.0340 0.92 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 22.2 217 Total Summary for Subcatchment 5P: Subcatchment 5 Runoff = 11.26 cfs @ 12.31 hrs, Volume= 1.243 af, Depth= 1.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0048.00 hrs, dt= 0.01 hrs ' Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description ' 403,752 83 1/4 acre lots 38% imp, HSG C 250,326 62.00% Pervious Area 153,426 38.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 14.6 100 0.0550 0.11 Sheet Flow, Sheet ' Woods: Light underbrush n= 0.400 P2= 3.10" 4.1 326 0.0706 1.33 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 0.6 140 0.0326 3.67 Shallow Concentrated Flow, Paved Paved Kv=20.3 fps 2.7 1,123 0.0240 7.03 5.52 Pipe Channel, 18" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' ' n= 0.013 Concrete pipe, bends &connections 0.2 72 0.0117 7.79 24.47 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim=6.3' r= 0.50' n= 0.013 Concrete pipe, bends& connections ' 22.2 1,761 Total Proposed Condition-01 Type 11124-hr2-Year Rainfall=3.20" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 10 ' Summary for Subcatchment 6P: Subcatchment 6 Runoff = 5.01 cfs @ 12.66 hrs, Volume= 0.791 af, Depth= 1.68" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" ' Area(sf) CN Description 59,165 83 1/4 acre lots, 38% imp, HSG C 108,567 77 Woods, Poor, HSG C ' 77,951 94 Urban commercial, 85% imp, HSG C 245,683 84 Weighted Average 156,942 63.88% Pervious Area ' 88,741 36.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) , 21.8 100 0.0200 0.08 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 23.0 723 0.0110 0.52 Shallow Concentrated Flow, Shallow Conc ' Woodland Kv= 5.0 fps 2.3 571 0.0400 4.06 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 0.0 9 0.1367 16.77 13.17 Pipe Channel, 12" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete pipe, bends&connections 47.1 1,403 Total ' Summary for Subcatchment 7P: Subcatchment 7 Runoff = 21.22 cfs @ 12.45 hrs, Volume= 2.775 af, Depth= 1.54" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" , Area (sf) CN Description 813,598 83 1/4 acre lots, 38% imp, HSG C 129,503 77 Woods, Poor, HSG C 943,101 82 Weighted Average 633,934 67.22% Pervious Area 309,167 32.78% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.5 100 0.1000 0.15 Sheet Flow, Sheet , Woods: Light underbrush n= 0.400 P2= 3.10" 20.6 1,385 0.0500 1.12 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 0.1 40 0.0100 7.20 22.62 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.013 32.2 1,525 Total t ' Proposed Condition-01 Type 111 24-hr 2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 8aP: Subcatchment 8a ' Runoff = 0.73 cfs @ 12.07 hrs, Volume= 0.056 af, Depth= 2.97' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 9,900 98 Paved parking & roofs ' 9,900 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 5.0 Direct Entry, Direct ' Summary for Subcatchment 8bP: Subcatchment 8b Runoff - 3.43 cfs @ 12.26 hrs, Volume= 0.358 af, Depth= 1.34" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" ' Area (sf) CN Description 88,872 74 >75% Grass cover, Good, HSG C 27,017 98 Paved parking & roofs 7,871 77 Brush, Poor, HSG C ' 1,109 87 Dirt roads, HSG C 15,125 77 Woods, Poor, HSG C 139,994 79 Weighted Average ' 112,977 80.70% Pervious Area 27,017 19.30% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 20 0.0500 0.08 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" ' 1.2 25 0.2400 0.34 Sheet Flow, Sheet Grass: Short n= 0.150 P2= 3.10" 5.5 55 0.0270 0.17 Sheet Flow, Sheet Grass: Short n= 0.150 P2= 3.10" ' 7.6 433 0.0185 0.95 Shallow Concentrated Flow, Shallow Conc Short Grass Pasture Kv= 7.0 fps 0.1 21 0.7143 5.92 Shallow Concentrated Flow, Shallow Conc Short Grass Pasture Kv= 7.0 fps t18.6 554 Total Proposed Condition-01 Type ll/ 24-hr 2-Year Rainfall=3.20" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 12 , Summary for Subcatchment UP: Subcatchment 8c Runoff = 0.50 cfs @ 12.19 hrs, Volume= 0.047 af, Depth= 1.09" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" ' Area (sf) CN Description 17,859 74 >75% Grass cover, Good, HSG C 4,576 77 Woods, Poor, HSG C , 22,435 75 Weighted Average 22,435 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.1200 0.16 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" ' 2.6 299 0.1438 1.90 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 13.3 399 Total ' Summary for Subcatchment UP: Subcatchment 8c Runoff = 0.27 cfs @ 12.04 hrs, Volume= 0.018 af, Depth= 1.04" ' Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" ' Area (sf) CN Description 8,920 74 >75% Grass cover, Good, HSG C 8,920 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) ' 2.2 100 0.0950 0.75 Sheet Flow, Sheet Fallow n= 0.050 P2= 3.10" 0.2 69 0.1014 5.13 Shallow Concentrated Flow, Shallow Conc ' Unpaved Kv= 16.1 fps 2.4 169 Total Summary for Subcatchment 9P: Subcatchment 9 , Runoff = 5.49 cfs @ 12.20 hrs, Volume= 0.513 af, Depth= 1.91" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 2-Year Rainfall=3.20" 1 i Proposed Condition-01 Type 11124-hr2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD@ 9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 13 Area (sf) CN Description 35,068 77 Woods, Poor, HSG C 70,332 98 Paved parking & roofs 1,566 77 Brush, Poor, HSG C 33,204 74 >75% Grass cover, Good, HSG C ' 140,170 87 Weighted Average 69,838 49.82% Pervious Area 70,332 50.18% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 1.3 14 0.4300 0.18 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 5.3 66 0.3000 0.21 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 5 1.0000 0.20 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 5.3 76 0.4000 0.24 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 1.0 13 0.7800 0.22 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.6 119 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 1.0 298 0.0127 5.11 4.02 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.013 14.9 591 Total Summary for Reach 1 Ra: Relocated Intermittent Stream Inflow Area = 7.816 ac, 12.58% Impervious, Inflow Depth > 0.37" for 2-Year event ' Inflow 1.91 cfs @ 12.00 hrs, Volume= 0.241 of Outflow 1.89 cfs @ 12.01 hrs, Volume= 0.241 af, Atten= 1%, Lag= 0.4 min ' Routing by Star-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt=0.01 hrs Max. Velocity=4.58 fps, Min. Travel Time= 0.2 min Avg. Velocity = 1.72 fps, Avg. Travel Time= 0.4 min ' Peak Storage= 18 cf @ 12.01 hrs, Average Depth at Peak Storage= 0.19' Bank-Full Depth= 3.67', Capacity at Bank-Full= 749.24 cfs Custom cross-section, Length=43.9' Slope= 0.2699 '/' (102 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 174.80', Outlet Invert= 162.95' 1 Proposed Condition-01 Type 11124-hr2-Year Rainfall=3.20" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 14 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 ' -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 ' -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 , 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 9.00 178.47 0.00 , Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) ' 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 34 3.75 1.00 3.9 6.1 172 44.96 1.50 6.7 10.3 293 79.46 , 2.00 11.2 11.6 492 169.68 3.67 35.4 22.1 1,555 749.24 Summary for Reach 1 Rb: Relocated Intermittent Stream ' Inflow Area = 7.816 ac, 12.58% Impervious, Inflow Depth > 0.37" for 2-Year event , Inflow = 1.89 cfs @ 12.01 hrs, Volume= 0.241 of Outflow = 1.43 cfs @ 12.15 hrs, Volume= 0.241 af, Atten=24%, Lag= 8.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 1.13 fps, Min. Travel Time= 5.1 min ' Avg. Velocity= 0.44 fps, Avg. Travel Time= 13.2 min Peak Storage= 440 cf @ 12.06 hrs, Average Depth at Peak Storage= 0.44' ' Bank-Full Depth= 3.67', Capacity at Bank-Full= 133.02 cfs Custom cross-section, Length= 346.7' Slope= 0.0085 '/' (102 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 162.95', Outlet Invert= 160.00' ' Proposed Condition-01 Type /// 24-hr 2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCADO 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 15 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -10.50 178.47 0.00 -5.50 176.80 1.67 -5.00 176.30 2.17 ' -2.00 176.30 2.17 -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 ' 3.00 175.13 3.34 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 ' 9.00 178.47 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 270 0.67 1.00 3.9 6.1 1,360 7.98 ' 1.50 6.7 10.3 2,311 14.11 2.00 11.2 11.6 3,888 30.13 3.67 35.4 22.1 12,284 133.02 ' Summary for Reach 1 Rc: Relocated Intermittent Stream I Inflow Area = 7.816 ac, 12.58% Impervious, Inflow Depth > 0.37" for 2-Year event Inflow 1.43 cfs @ 12.15 hrs, Volume= 0.241 of Outflow 1.33 cfs @ 12.19 hrs, Volume= 0.241 af, Atten= 7%, Lag= 2.8 min ' Routing by Star-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 1.96 fps, Min. Travel Time=2.1 min Avg. Velocity= 0.69 fps, Avg. Travel Time= 5.9 min ' Peak Storage= 174 cf @ 12.18 hrs, Average Depth at Peak Storage= 0.30' Bank-Full Depth= 3.67', Capacity at Bank-Full= 249.76 cfs ' Custom cross-section, Length= 244.7' Slope= 0.0300 '/' (102 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 160.00', Outlet Invert= 152.66' Proposed Condition-01 Type 111 24-hr2-Year Rainfall=3.20" , Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 16 , Offset Elevation Chan.DeP th (feet) (feet) (feet) -10.50 178.47 0.00 t -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 ' -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 , 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 9.00 178.47 0.00 , Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) ' 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 191 1.25 1.00 3.9 6.1 960 14.99 1.50 6.7 10.3 1,631 26.49 ' 2.00 11.2 11.6 2,744 56.56 3.67 35.4 ' 22.1 8,670 249.76 Summary for Reach 1 Rd: Relocated Intermittent Stream ' Inflow Area = 7.816 ac, 12.58% Impervious, Inflow Depth > 0.37" for 2-Year event ' Inflow = 1.33 cfs @ 12.19 hrs, Volume= 0.241 of Outflow = 0.95 cfs @ 12.52 hrs, Volume= 0.240 af, Atten= 29%, Lag= 19.5 min Routing by Stor-Ind+Trans method, Time Span= 0.0048.00 hrs, dt= 0.01 hrs , Max. Velocity= 0.83 fps, Min. Travel Time= 10.8 min Avg. Velocity= 0.37 fps, Avg. Travel Time= 24.3 min Peak Storage= 616 cf @ 12.34 hrs, Average Depth at Peak Storage= 0.42' ' Bank-Full Depth= 3.67', Capacity at Bank-Full= 102.82 cfs Custom cross-section, Length= 537.0' Slope= 0.0051 T (102 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 152.70', Outlet Invert= 149.97' 1 Proposed Condition-01 Type 11124-hr2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 17 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -10.50 178.47 0.00 -5.50 176.80 1.67 -5.00 176.30 2.17 ' -2.00 176.30 2.17 -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 ' 3.00 175.13 3.34 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 ' 9.00 178.47 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 418 0.51 1.00 3.9 6.1 2,107 6.17 ' 1.50 6.7 10.3 3,579 10.91 2.00 11.2 11.6 6,022 23.29 3.67 35.4 22.1 19,026 102.82 ' Summary for Reach 1 Re: Relocated Intermittent Stream Inflow Area = 7.816 ac, 12.58% Impervious, Inflow Depth > 0.37" for 2-Year event ' Inflow 0.95 cfs @ 12.52 hrs, Volume= 0.240 of Outflow 0.95 cfs @ 12.52 hrs, Volume= 0.240 af, Atten= 0%, Lag= 0.2 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 3.52 fps, Min. Travel Time= 0.1 min Avg. Velocity= 1.66 fps, Avg. Travel Time= 0.2 min ' Peak Storage= 6 cf @ 12.52 hrs, Average Depth at Peak Storage= 0.13' Bank-Full Depth= 3.67', Capacity at Bank-Full= 722.26 cfs ' Custom cross-section, Length= 23.8' Slope= 0.2508 T (102 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 149.97', Outlet Invert= 144.00' 1 Proposed Condition-01 Type Ill 24-hr Rainfall=3.20" P 1 Prepared by (enter your company name here) Printed 10/20/2010 HydroCADO 9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 18 1 Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 1 -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 1 -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 1 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 9.00 178.47 0.00 1 Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) 1 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 19 3.61 1.00 3.9 6.1 93 43.34 1.50 6.7 10.3 159 76.60 1 2.00 11.2 11.6 267 163.57 3.67 35.4 22.1 843 722.26 Summary for Reach 1 Rf: Intermittent Stream 1 Inflow Area = 7.816 ac, 12.58% Impervious, Inflow Depth > 0.37" for 2-Year event ' Inflow = 0.95 cfs @ 12.52 hrs, Volume= 0.240 of Outflow = 0.95 cfs @ 12.53 hrs, Volume= 0.240 af, Atten= 0%, Lag= 0.5 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 1 Max. Velocity= 3.35 fps, Min. Travel Time= 0.3 min Avg. Velocity= 1.71 fps, Avg. Travel Time= 0.5 min Peak Storage= 15 cf @ 12.52 hrs, Average Depth at Peak Storage= 0.22' 1 Bank-Full Depth= 3.20', Capacity at Bank-Full= 1,365.34 cfs Custom cross-section, Length= 51.7' Slope= 0.25157' (103 Elevation Intervals) 1 Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 144.00', Outlet Invert= 131.00' i $ 1 1 1 i ' Proposed Condition-01 Type /// 24-hr 2-Year Rainfall=3.20" Prepared by (enter your company name here) Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 19 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -18.82 3.20 0.00 -13.54 2.20 1.00 -8.63 1.20 2.00 ' -1.17 0.20 3.00 0.00 0.00 3.20 1.17 0.20 3.00 8.63 1.20 2.00 ' 13.54 2.20 1.00 18.82 3.20 0.00 Depth End Area Perim, Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 0.0 0 0.00 0.20 0.2 2.4 12 0.74 ' 1.20 10.0 17.4 519 103.49 2.20 32.2 27.4 1,665 533.88 3.20 64.6 38.2 3,338 1,365.34 Summary for Reach 2R: Wetland Area E Outlet Inflow Area = 23.552 ac, 51.05% Impervious, Inflow Depth > 1.15" for 2-Year event ' Inflow 1.43 cfs @ 17.26 hrs, Volume= 2.258 of Outflow 1.43 cfs @ 17.36 hrs, Volume= 2.256 af, Atten= 0%, Lag=6.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 1.58 fps, Min. Travel Time= 3.5 min Avg. Velocity = 1.28 fps, Avg. Travel Time=4.3 min Peak Storage= 299 cf @ 17.30 hrs, Average Depth at Peak Storage= 0.14' Bank-Full Depth= 5.40', Capacity at Bank-Full= 6,334.34 cfs Custom cross-section, Length= 331.0' Slope= 0.05397' (103 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 128.60', Outlet Invert= 110.77' I , 1 Proposed Condition-01 Type 111 24-hr2-Year Rainfall=3.20" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 20 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -67.70 134.00 0.00 ' -58.00 133.00 1.00 -52.50 132.00 2.00 -47.50 131.00 3.00 ' -16.00 130.00 4.00 -8.00 129.00 5.00 -2.00 128.60 5.40 2.00 128.60 5.40 ' 8.00 129.00 5.00 16.00 130.00 4.00 47.50 131.00 3.00 52.50 132.00 2.00 ' 58.00 133.00 1.00 67.50 134.00 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 4.0 0 0.00 0.40 4.0 16.0 1,324 10.94 ' 1.40 28.0 32.2 9,269 175.53 2.40 91.5 95.2 30,287 614.76 3.40 191.5 105.4 63,387 1,967.07 ' 4.40 302.0 116.6 99,962 3,929.64 5.40 427.6 135.9 141,536 6,334.34 Summary for Reach 3R: 24" RCP Under Highland Ave. ' Inflow Area = 24.590 ac, 49.89% Impervious, Inflow Depth > 1.16" for 2-Year event Inflow = 1.63 cfs @ 12.12 hrs, Volume= 2.384 of ' Outflow = 1.63 cfs @ 12.13 hrs, Volume= 2.383 af, Atten= 0%, Lag= 0.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 6.44 fps, Min. Travel Time= 0.2 min ' Avg. Velocity =4.75 fps, Avg. Travel Time= 0.2 min Peak Storage= 18 cf @ 12.12 hrs, Average Depth at Peak Storage= 0.27' , Bank-Full Depth= 2.00', Capacity at Bank-Full=41.71 cfs 24.0" Round Pipe n= 0.013 Concrete pipe, bends&connections ' Length= 70.0' Slope= 0.0340T Inlet Invert= 105.77', Outlet Invert= 103.39' ' Proposed Condition-01 Type 111 24-hr 2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @2009 HVdroCAD Software Solutions LLC Page 21 Summary for Reach 4R: 24" RCP Highland Ave to Coolidge ' Inflow Area = 30.231 ac, 47.32% Impervious, Inflow Depth > 1.26" for 2-Year event Inflow 5.34 cfs @ 12.61 hrs, Volume= 3.174 of Outflow = 5.31 cfs @ 12.71 hrs, Volume= 3.172 af, Atten= 1%, Lag= 5.7 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.79 fps, Min. Travel Time= 3.1 min Avg. Velocity = 3.25 fps, Avg. Travel Time= 5.4 min ' Peak Storage= 974 cf @ 12.66 hrs, Average Depth at Peak Storage= 0.67' Bank-Full Depth=2.00', Capacity at Bank-Full= 22.13 cfs ' 24.0" Round Pipe n= 0.013 Concrete pipe, bends& connections Length= 1,062.0' Slope= 0.0096 '/' ' Inlet Invert= 103.29', Outlet Invert= 93.13' ' Summary for Reach PA1: Point of Analysis 1 ' Inflow Area = 61.150 ac, 40.76% Impervious, Inflow Depth > 1.41" for 2-Year event Inflow 35.20 cfs @ 12.42 hrs, Volume= 7.190 of Outflow = 35.20 cfs @ 12.42 hrs, Volume= 7.190 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Reach PA2: Point of Analysis 2 Inflow Area = 4.161 ac, 20.37% Impervious, Inflow Depth = 1.10" for 2-Year event Inflow = 2.52 cfs @ 12.53 hrs, Volume= 0.380 of Outflow = 2.52 cfs @ 12.53 hrs, Volume= 0.380 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Reach PA3: Point of Analysis 3 Inflow Area = 3.218 ac, 50.18% Impervious, Inflow Depth = 1.91" for 2-Year event ' Inflow 5.49 cfs @ 12.20 hrs, Volume= 0.513 of Outflow 5.49 cfs @ 12.20 hrs, Volume= 0.513 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 1 Proposed Condition-01 Type 11124-hr2-Year Rainfall=3.20" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 22 ' Summary for Pond 1W: Wetland Area D Inflow Area = 6.460 ac, 15.22% Impervious, Inflow Depth = 1.40" for 2-Year event ' Inflow = 6.16 cfs @ 12.38 hrs, Volume= 0.755 of Outflow = 0.12 cfs @ 24.23 hrs, Volume= 0.124 af, Atten= 98%, Lag= 711.2 min Primary = 0.12 cfs @ 24.23 hrs, Volume= 0.124 of , Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 174.89'@ 24.23 hrs Surr.Area=46,017 sf Storage= 30,779 cf Plug-Flow detention time= 964.8 min calculated for 0.124 of(16%of inflow) ' Center-of-Mass det. time= 815.1 min ( 1,677.8 -862.7 ) Volume Invert Avail.Storage Storage Description , #1 174.20' 160,521 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 174.20 42,818 0 0 175.00 46,511 35,732 35,732 ' 176.00 57,259 51,885 87,617 177.00 88,549 72,904 160,521 Device Routing Invert Outlet Devices , #1 Primary 174.80' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.20 1.20 2.20 Width (feet) 1.00 2.50 5.50 13.50 ' Primary OutFlow Max=0.12 cfs @ 24.23 hrs HW=174.89' (Free Discharge) t t=Custom Weir/Orifice (Weir Controls 0.12 cfs @ 0.95 fps) Summary for Pond 2D: Detention Pond 2 ' Inflow Area = 11.316 ac, 79.32% Impervious, Inflow Depth = 2.42" for 2-Year event ' Inflow = 32.79 cfs @ 12.08 hrs, Volume= 2.284 of Outflow = 1.12 cfs @ 15.56 hrs, Volume= 1.905 af, Atten= 97%, Lag=209.3 min Primary = 1.12 cfs @ 15.56 hrs, Volume= 1.905 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Peak Elev= 152.70' @ 15.56 hrs Surf.Area= 22,553 sf Storage=69,124 cf Plug-Flow detention time= 690.5 min calculated for 1.905 of(83% of inflow) Center-of-Mass det. time= 623.3 min ( 1,422.1 -798.9 ) Volume Invert Avail.Storage Storage Description #1 148.00' 153,044 cf Custom Stage Data (Prismatic)Listed below(Recalc) ' ' Proposed Condition-01 Type Ill 24-hr2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroGAD Software Solutions LLC Page 23 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 148.00 7,866 0 0 149.00 9,989 8,928 8,928 150.00 12,444 11,217 20,144 ' 151.00 17,519 14,982 35,126 152.00 20,428 18,974 54,099 153.00 23,468 21,948 76,047 154.00 26,590 25,029 101,076 155.00 29,786 28,188 129,264 155.75 33,628 23,780 153,044 Device Routing Invert Outlet Devices ' #1 Primary 149.60' 5.0"Vert. Orifice/Grate C= 0.600 #2 Primary 152.70' 8.0"Vert. Orifice/Grate C= 0.600 #3 Primary 153.55' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.12 cfs @ 15.56 hrs HW=152.70' (Free Discharge) Orifice/Grate (Orifice Controls 1.12 cfs @ 8.19 fps) =Orifice/Grate ( Controls 0.00 cfs) P!2,3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 21F: Sediment Forebay 2 ' Inflow Area = 7.624 ac, 81.18% Impervious, Inflow Depth = 2.54" for 2-Year event Inflow = 22.57 cfs @ 12.07 hrs, Volume= 1.616 of t Outflow 22.51 cfs @ 12.08 hrs, Volume= 1.561 af, Atten= 0%, Lag= 0.3 min Primary 22.51 cfs @ 12.08 hrs, Volume= 1.561 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 149.97' @ 12.08 hrs Surf.Area=2,178 sf Storage= 3,091 cf Plug-Flow detention time= 33.8 min calculated for 1.561 of(97% of inflow) Center-of-Mass det. time= 13.6 min ( 799.8 -786.2 ) ' Volume Invert Avail.Storage Storage Description #1 148.00' 3,150 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 148.00 1,026 0 0 ' 149.00 1,496 1,261 1,261 149.65 2,040 1,149 2,410 150.00 2,190 740 3,150 ' Device Routing Invert Outlet Devices #1 Primary 149.65' 50.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 ' 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 ' #2 Primary 150.00' 104.0' long x 4.0' breadth Broad-Crested Rectangular Weir Proposed Condition-01 Type 111 24-hr2-Year Rainfall=3.20" , Prepared by (enter your company name here) Printed 10/20/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 24 ' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 ' 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=22.45 cfs @ 12.08 hrs HW=149.97' (Free Discharge) ' 1:1=Broad-Crested Rectangular Weir(Weir Controls 22.45 cfs @ 1.39 fps) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 2W: Wetland Area E ' Inflow Area = 23.552 ac, 51.05% Impervious, Inflow Depth > 1.45" for 2-Year event Inflow = 7.62 cfs @ 12.33 hrs, Volume= 2.843 of , Outflow = 1.43 cfs @ 17.26 hrs, Volume= 2.258 af, Atten= 81%, Lag= 295.7 min Primary = 1.43 cfs @ 17.26 hrs, Volume= 2.258 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Peak Elev= 128.77' @ 17.26 hrs Surf.Area= 77,536 sf Storage= 36,315 cf Plug-Flow detention time= 475.8 min calculated for 2.258 of(79% of inflow) ' Center-of-Mass det. time= 276.2 min ( 1,544.8 - 1,268.6 ) Volume Invert Avail.Storage Storage Description #1 127.00' 230,600 cf Custom Stage Data (Prismatic)Listed below (Recalc) t Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 127.00 106 0 0 ' 128.00 469 288 288 128.60 76,102 22,971 23,259 129.00 79,477 31,116 54,375 ' 130.00 88,069 83,773 138,148 131.00 96,836 92,453 230,600 Device Routing Invert Outlet Devices ' #1 Primary 128.60' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.40 1.40 2.40 3.40 4.40 5.40 Width (feet) 4.00 16.00 32.00 95.00 105.00 116.00 133.00 , Primary OutFlow Max=1.39 cfs @ 17.26 hrs HW=128.77' (Free Discharge) L1=Custom Weir/Orifice (Weir Controls 1.39 cfs @ 1.25 fps) Summary for Pond 8Da: Detention Pond 8a ' Inflow Area = 3.441 ac, 24.63% Impervious, Inflow Depth = 1.41" for 2-Year event Inflow = 3.72 cfs @ 12.26 hrs, Volume= 0.403 of ' Outflow = 3.76 cfs @ 12.27 hrs, Volume= 0.394 af, Atten= 0%, Lag= 0.4 min Primary = 3.76 cfs @ 12.27 hrs, Volume= 0.394 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' 1 ' Proposed Condition-01 Type /// 24-hr 2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 25 ' Peak Elev= 152.04' @ 12.27 hrs Surf.Area= 650 sf Storage= 708 cf 1 Plug-Flow detention time= 27.1 min calculated for 0.394 of(98% of inflow) Center-of-Mass det. time= 13.3 min ( 862.5 -849.2 ) Volume Invert Avail.Storage Storage Description t #1 150.00' 708 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 150.00 106 0 0 151.00 330 218 218 152.00 650 490 708 Device Routing Invert Outlet Devices #1 Primary 151.50' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) ' Head (feet) 0.00 0.50 1.50 2.50 3.50 Width (feet) 0.00 6.61 12.69 18.64 24.92 Primary OutFlow Max=3.74 cfs @ 12.27 hrs HW=152.04' (Free Discharge) L'1=Custom Weir/Orifice (Weir Controls 3.74 cfs @ 1.93 fps) Summary for Pond 8Db: Detention Pond 8b ' Inflow Area= 3.646 ac, 23.25% Impervious, Inflow Depth = 1.35" for 2-Year event Inflow = 3.87 cfs @ 12.27 hrs, Volume= 0.411 of Outflow = 2.29 cfs @ 12.55 hrs, Volume= 0.333 af, Atten= 41%, Lag= 17.1 min Primary = 2.29 cfs @ 12.55 hrs, Volume= 0.333 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Peak Elev= 153.20' @ 12.55 hrs Surf.Area= 3,513 sf Storage= 5,595 cf Plug-Flow detention time= 147.6 min calculated for 0.333 of(81% of inflow) Center-of-Mass det. time= 69.2 min ( 931.6 -862.4 ) ' Volume Invert Avail.Storage Storage Description #1 150.00' 14,261 cf Custom Stage Data (Prismatic)Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 150.00 325 0 0 151.00 870 598 598 152.00 2,222 1,546 2,144 153.00 3,326 2,774 4,918 ' 154.00 4,271 3,799 8,716 155.00 6,818 5,545 14,261 Device Routing Invert Outlet Devices #1 Primary 152.50' 18.0"Vert. Orifice/Grate C= 0.600 #2 Primary 155.25' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1 Proposed Condition-01 Type /1124-hr2-Year Rainfall=3.20" 1 Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 26 ' Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=2.29 cfs @ 12.55 hrs HW=153.20' (Free Discharge) t1=Orifice/Grate (Orifice Controls 2.29 cfs @ 2.84 fps) 1 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 8F: Sediment Forebay 8 1 Inflow Area = 3.214 ac, 19.30% Impervious, Inflow Depth = 1.34" for 2-Year event Inflow = 3.43 cfs @ 12.26 hrs, Volume= 0.358 of 1 Outflow = 3.43 cfs @ 12.27 hrs, Volume= 0.347 af, Atten= 0%, Lag= 0.4 min Primary = 3.43 cfs @ 12.27 hrs, Volume= 0.347 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 1 Peak Elev= 153.96' @ 12.27 hrs Surf.Area= 548 sf Storage= 553 cf Plug-Flow detention time= 23.5 min calculated for 0.347 of(97% of inflow) 1 Center-of-Mass det. time= 6.7 min ( 864.4 -857.7 ) Volume Invert Avail.Storage Storage Description #1 152.00' 574 cf Custom Stage Data (Prismatic)Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 152.00 68 0 0 153.00 260 164 164 154.00 559 410 574 Device Routing Invert Outlet Devices 1 #1 Primary 153.80' 21.9' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 1 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #2 Primary 154.00' 23.1' long x 10.0' breadth Broad-Crested Rectangular Weir 1 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=3.43 cfs @ 12.27 hrs HW=153.96' (Free Discharge) 1 t1=Broad-Crested Rectangular Weir(Weir Controls 3.43 cfs @ 0.96 fps) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) i 1 1 1 1 ' Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 102009 HydroCAD Software Solutions LLC Page 27 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchmentl P:Subcatchmentl Runoff Area=45,255sf 23.41% Impervious RunoffDepth=2.63" Flow Length=312' Tc=8.4 min CN=81 Runoff=2.95 cfs 0.228 of ' Subcatchment2aP: Subcatchment2a Runoff Area=59.077 sf 0.00% Impervious Runoff Depth=2.05" Tc=0.0 min CN=74 Runoff--3.96 cfs 0.232 of ' Subcatchment2bP: Subcatchment2b Runoff Area=160.804 sf 75.48% Impervious Runoff Depth=3.70" Tc=5.0 min CN=92 Runoff=15.83 cfs 1.138 of t Subcatchment2cP: Subcatchment2c Runoff Area=332.115 sf 81.18% Impervious Runoff Depth=3.91" Tc=5.0 min CN=94 Runoff--33.88 cfs 2.487 of Subcatchment2dP: Subcatchment2d Runoff Area=38.258 sf 0.00% Impervious Runoff Depth=2.21" Flow Length=213' Tc=18.4 min CN=76 Runoff=1.58 cfs 0.162 of Subcatchment3P: Subcatchment3 Runoff Area=281.378 sf 15.22% Impervious Runoff Depth=2.55" Flow Length=731' Tc--27.5 min CN=80 Runoff=11.36 cfs 1.371 of ' Subcatchment4P: Subcatchment4 Runoff Area=154.273 sf 58.32% Impervious Runoff Depth=3.39" Flow Length=217' Tc=22.2 min CN=89 Runoff=8.92 cfs 1.001 of SubcatchmentSP: Subcatchment5 Runoff Area=403.752 sf 38.00% Impervious Runoff Depth=2.81" Flow Length=1,761' Tc=22.2 min CN=83 Runoff--19.75 cfs 2.174 of ' Subcatchment6P: Subcatchment6 Runoff Area=245.683 sf 36.12% Impervious Runoff Depth=2.91" Flow Length=1,403' Tc=47.1 min CN=84 Runoff--8.68 cfs 1.366 of ' Subcatchment7P: Subcatchment7 Runoff Area=943.101 sf 32.78% Impervious Runoff Depth=2.72" Flow Length=1,525' Tc=32.2 min CN=82 Runoff--37.80 cfs 4.915 of Subcatchment8aP:Subcatchment8a Runoff Area=9,900 sf 100.00% Impervious Runoff Depth=4.36" ' Tc=5.0 min CN=98 Runoff--1.06 cfs 0.083 of Subcatchment8bP: Subcatchment8b Runoff Area=139,994 sf 19.30% Impervious Runoff Depth=2.46" 1 Flow Length=554' Tc=18.6 min CN=79 Runoff=6.44 cfs 0.659 of Subcatchment8cP:Subcatchment8c Runoff Area=22.435 sf 0.00% Impervious Runoff Depth=2.13" Flow Length=399' Tc=13.3 min CN=75 Runoff=1.01 cfs 0.091 of ' Subcatchment8dP: Subcatchment8c Runoff Area=8,920 sf 0.00% Impervious Runoff Depth=2.05" Flow Length=169' Tc=2.4 min CN=74 Runoff=0.56 cfs 0.035 of Subcatchment9P: Subcatchment9 Runoff Area=140.170 sf 50.18% Impervious Runoff Depth=3.19" Flow Length=591' Tc=14.9 min CN=87 Runoff=9.05 cfs 0.856 of ' Reach 1Ra: Relocated Intermittent Stream Avg. Depth=0.29' Max Vel=5.85 fps Inflow=3.96 cfs 0.967 of n=0.050 L=43.9' S=0.2699'/' Capacity=749.24 cfs Outflow=3.90 cfs 0.967 of 1 Proposed Condition-01 Type ///24-hr 10-Year Rainfall=4.60" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 28 Reach 1Rb: Relocated Intermittent Stream Avg. Depth=0.64' Max Vel=1.51 fps Inflow=3.90 cfs 0.967 of n=0.050 L=346.7' S=0.0085'P Capacity=133.02 cfs Outflow=3.25 cfs 0.966 of Reach 1Rc: Relocated Intermittent Stream Avg. Depth=0.47' Max Vel=2.25 fps Inflow=3.25 cfs 0.966 of ' n=0.050 L=244.7' S=0.0300'/' Capacity=249.76 cfs Outflow=3.14 cfs 0.966 of Reach 1 Rd: Relocated I nterm ittent Stream Avg. Depth=0.62' Max Vel=1.14 fps Inflow=3.14 cfs 0.966 of ' n=0.050 L=537.0' S=0.0051 '/' Capacity=102.82 cfs Outflow=2.37 cfs 0.965 of Reach 1 Re: Relocated Interm ittent Stream Avg. Depth=0.22' Max Vel=4.82 fps Inflow=2.37 cfs 0.965 of ' n=0.050 L=23.8' S=0.2508'P Capacity=722.26 cfs Outflow=2.36 cfs 0.965 of Reach 111f: Intermittent Stream Avg. Depth=0.31' Max Vel=4.10 fps Inflow=2.36 cfs 0.965 of n=0.050 L=51.7' S=0.2515'/' Capacity=1,365.34 cfs Outflow=2.36 cfs 0.965 of ' Reach 2R:Wetland Area E Outlet Avg. Depth=0.28' Max Vel=2.25 fps Inflow=5.17 cfs 4.695 of n=0.050 L=331.0' S=0.0539'P Capacity=6,334.34 cfs Outflow=5.17 cfs 4.693 of Reach 3R: 24"RCP Under Highland Ave. Avg. Depth=0.48' Max Vel=9.13 fps Inflow=5.36 cfs 4.921 of ' 24.0" Round Pipe n=0.013 L=70.0' S=0.0340'P Capacity=41.71 cfs Outflow=5.36 cfs 4.921 of Reach 4R: 24"RCP Highland Ave to Avg. Depth=0.97' Max Vel=6.96 fps Inflow=10.60 cfs 6.287 of 24.0" Round Pipe n=0.013 L=1,062.0' S=0.00967 Capacity=22.13 cfs Outflow=10.58 cfs 6.284 of Reach PA7: Point of Analysis 1 Inflow=62.56 cfs 13.372 of Outflow=62.56 cfs 13.372 of Reach PA2: Point of Analysis 2 Inflow=6.43 cfs 0.770 of Outflow=6.43 cfs 0.770 of ' Reach PA3: Point of Analysis 3 Inflow=9.05 cfs 0.856 of Outflow=9.05 cfs 0.856 of Pond IW:Wetland Area D Peak EIev=175.09' Storage=39.826 cf Inflow=11.36 cfs 1.371 of Outflow=0.93 cfs 0.735 of Pond 2D: Detention Pond 2 Peak EIev=153.78' Storage=95.397 cf Inflow=50.71 cfs 3.569 of ' Outflow=4.24 cfs 3.179 of Pond 2F: Sediment Forebay 2 Peak EIev=150.05' Storage=3,150 cf Inflow=33.88 cfs 2.487 of ' Outflow=34.88 cfs 2.431 of Pond 2W: Wetland Area E Peak EIev=128.94' Storage=49.277 cf Inflow=14.75 cfs 5.306 of ' Outflow=5.17 cfs 4.695 of Pond 8Da: Detention Pond 8a Peak EIev=152.21' Storage=708 cf Inflow=6.91 cfs 0.731 of Outflow=7.06 cfs 0.721 of ' Pond 8Db: Detention Pond 8b Peak Elev=153.72' Storage=7,550 cf Inflow=7.28 cfs 0.756 of Outflow=5.78 cfs 0.678 of ' Pond 8F: SedimentForebay8 Peak EIev=154.04' Storage=574 cf Inflow=6.44 cfs 0.659 of Outflow=6.49 cfs 0.648 of Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 10/20/2010 HydroCADO 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 29 Total Runoff Area = 68.529 ac Runoff Volume= 16.797 of Average Runoff Depth =2.94" ' 60.04% Pervious =41.142 ac 39.96% Impervious = 27.386 ac I � 1 �I 1 Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" ' Prepared by {enter your company name here) Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment 1 P: Subcatchment 1 Runoff = 2.95 cfs @ 12.12 hrs, Volume= 0.228 af, Depth= 2.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" ' Area (sf) CN Description 16,308 77 Woods, Poor, HSG C 10,594 98 Paved parking & roofs 3,381 77 Brush, Poor, HSG C 14,972 74 >75% Grass cover, Good, HSG C 45,255 81 Weighted Average 34,661 76.59% Pervious Area ' 10,594 23.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 1.5 6 0.0200 0.07 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.10" !, 6.2 94 0.4100 0.25 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.2 29 0.3100 2.78 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.4 101 0.0528 4.66 Shallow Concentrated Flow, Shallow Conc - Paved Paved Kv=20.3 fps 0.1 82 0.0730 19.46 61.12 Pipe Channel, 15" HDPE 24.0" Round Area= 3.1 sf Perim= 6.3' r- 0.50' ' n= 0.013 Corrugated PE, smooth interior 8.4 312 Total Summary for Subcatchment 2aP: Subcatchment 2a ' Runoff = 3.96 cfs @ 12.00 hrs, Volume= 0.232 af, Depth= 2.05" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description , 6,964 77 Woods, Poor, HSG C 418 77 Brush, Poor, HSG C 51,695 74 >75% Grass cover, Good, HSG C , 59,077 74 Weighted Average 59,077 100.00% Pervious Area ' Proposed Condition-01 Type Ill 24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment 2bP: Subcatchment 2b I ' Runoff = 15.83 cfs @ 12.07 hrs, Volume= 1.138 af, Depth= 3.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 10-Year Rainfall=4.60" Area (so CN Description 121,380 98 Paved parking & roofs 39,424 74 >75% Grass cover, Good, HSG C 160,804 92 Weighted Average 39,424 24.52% Pervious Area ' 121,380 75.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 2cP: Subcatchment 2c Runoff = 33.88 cfs @ 12.07 hrs, Volume= 2.487 af, Depth= 3.91" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 10-Year Rainfall=4.60" Area (so CN Description i ' 269,608 98 Paved parking & roofs 34,355 74 >75% Grass cover, Good, HSG C 7,365 89 Gravel roads, HSG C 20,787 77 Woods, Poor, HSG C 332,115 94 Weighted Average 62,507 18.82% Pervious Area 269,608 81.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Entry ' Summary for Subcatchment 2dP: Subcatchment 2d ' Runoff = 1.58 cfs @ 12.25 hrs, Volume= 0.162 af, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 10-Year Rainfall=4.60" 1 Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" , Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 32 Area(so CN Description 27,083 77 Woods, Poor, HSG C * 462 77 Brush, Poor, HSG C , 10,713 74 >75% Grass cover, Good, HSG C 38,258 76 Weighted Average 38,258 100.00% Pervious Area , Tc Length Slope Velocity Capacity Description (min) (feet) (tuft) (ft/sec) (cfs) 2.0 29 0.6550 0.24 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 14.5 71 0.0280 0.08 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 1.9 113 0.0389 0.99 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 18.4 213 Total Summary for Subcatchment 3P: Subcatchment 3 i Runoff = 11.36 cfs @ 12.38 hrs, Volume= 1.371 af, Depth= 2.55' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description t 238,560 77 Woods, Poor, HSG C 42,818 98 Water Surface, HSG C ' 281,378 80 Weighted Average 238,560 84.78% Pervious Area 42,818 15.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 12.0 100 0.0900 0.14 Sheet Flow, Sheet , Woods: Light underbrush n= 0.400 P2= 3.10" 1.6 282 0.0400 3.00 Shallow Concentrated Flow, Shallow Conc Grassed Waterway Kv= 15.0 fps 13.9 349 0.0070 0.42 Shallow Concentrated Flow,Vernal Pool , Woodland Kv= 5.0 fps 27.5 731 Total Summary for Subcatchment 4P: Subcatchment 4 ' Runoff = 8.92 cfs @ 12.30 hrs, Volume= 1.001 af, Depth= 3.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 10-Year Rainfall=4.60" I , Proposed Condition-01 Type 11124-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 ©2009 HVdroCAD Software Solutions LLC Page 33 I , Area (sf) CN Description 30,775 83 1/4 acre lots, 38% imp, HSG C ' 45,227 77 Woods, Poor, HSG C 78,271 98 Water Surface, HSG C 154,273 89 Weighted Average ' 64,308 41.68% Pervious Area 89,966 58.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 33 0.2121 0.24 Sheet Flow, Sheet-Grass Grass: Dense n= 0.240 P2= 3.10" 17.8 67 0.0149 0.06 Sheet Flow, Sheet Woods Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 117 0.0340 0.92 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 22.2 217 Total Summary for Subcatchment 5P: Subcatchment 5 Runoff = 19.75 cfs @ 12.31 hrs, Volume= 2.174 af, Depth= 2.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description I ' 403,752 83 1/4 acre lots, 38% imp HSG C 250,326 62.00% Pervious Area 153,426 38.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 100 0.0550 0.11 Sheet Flow, Sheet ' Woods: Light underbrush n= 0.400 P2= 3.10" 4.1 326 0.0706 1.33 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 0.6 140 0.0326 3.67 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 2.7 1,123 0.0240 7.03 5.52 Pipe Channel, 18" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete pipe, bends& connections 0.2 72 0.0117 7.79 24.47 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.013 Concrete pipe bends &connections ' 22.2 1,761 Total t Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 34 Summary for Subcatchment 6P: Subcatchment 6 Runoff = 8.68 cfs @ 12.62 hrs, Volume= 1.366 af, Depth= 2.91" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" ' Area (sf) CN Description 59,165 83 1/4 acre lots, 38% imp, HSG C 108,567 77 Woods, Poor, HSG C 77,951 94 Urban commercial, 85% imp, HSG C 245,683 84 Weighted Average 156,942 63.88% Pervious Area ' 88,741 36.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) , 21.8 100 0.0200 0.08 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 23.0 723 0.0110 0.52 Shallow Concentrated Flow, Shallow Conc , Woodland Kv= 5.0 fps 2.3 571 0.0400 4.06 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 0.0 9 0.1367 16.77 13.17 Pipe Channel, 12" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.013 Concrete pipe, bends&connections 47.1 1,403 Total Summary for Subcatchment 7P: Subcatchment 7 , Runoff = 37.80 cfs @ 12.45 hrs, Volume= 4.915 af, Depth= 2.72" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" ' Area (so CN Description 813,598 83 1/4 acre lots, 38% imp, HSG C 129,503 77 Woods, Poor, HSG C ' 943,101 82 Weighted Average 633,934 67.22% Pervious Area 309,167 32.78% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 11.5 100 0.1000 0.15 Sheet Flow, Sheet ' Woods: Light underbrush n= 0.400 P2= 3.10" 20.6 1,385 0.0500 1.12 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 0.1 40 0.0100 7.20 22.62 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.013 32.2 1,525 Total tProposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 02001 HydroCAD Software Solutions LLC Page 35 Summary for Subcatchment UP: Subcatchment 8a Runoff = 1.06 cfs @ 12.07 hrs, Volume= 0.083 af, Depth= 4.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description 9,900 98 Paved parking & roofs ' 9,900 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Summary for Subcatchment 8bP: Subcatchment 8b 1 Runoff = 6.44 cfs @ 12.26 hrs, Volume= 0.659 af, Depth= 2.46" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description ' 88,872 74 >75% Grass cover, Good, HSG C 27,017 98 Paved parking & roofs 7,871 77 Brush, Poor, HSG C ' 1,109 87 Dirt roads, HSG C 15,125 77 Woods, Poor, HSG C 139,994 79 Weighted Average ' 112,977 80.70% Pervious Area 27,017 19.30% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (f/ft) (ft/sec) (cfs) 4.2 20 0.0500 0.08 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 1.2 25 0.2400 0.34 Sheet Flow, Sheet Grass: Short n= 0.150 P2= 3.10" 5.5 55 0.0270 0.17 Sheet Flow, Sheet Grass: Short n= 0.150 P2= 3.10" 7.6 433 0.0185 0.95 Shallow Concentrated Flow, Shallow Conc Short Grass Pasture Kv= 7.0 fps 0.1 21 0.7143 5.92 Shallow Concentrated Flow, Shallow Conc Short Grass Pasture Kv= 7.0 fps ' 18.6 554 Total Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 36 ' Summary for Subcatchment 8cP: Subcatchment 8c Runoff = 1.01 cfs @ 12.19 hrs, Volume= 0.091 af, Depth= 2.13" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" ' Area (sD CN Description 17,859 74 >75% Grass cover, Good, HSG C 4,576 77 Woods, Poor, HSG C , 22,435 75 Weighted Average 22,435 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (fUft) (ft/sec) (cfs) 10.7 100 0.1200 0.16 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" , 2.6 299 0.1438 1.90 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps 13.3 399 Total Summary for Subcatchment 8dP: Subcatchment 8c , Runoff = 0.56 cfs @ 12.04 hrs, Volume= 0.035 af, Depth= 2.05' , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" ' Area (sf) CN Description 8,920 74 >75% Grass cover, Good, HSG C 8,920 100.00% Pervious Area , Tc Length Slope Velocity Capacity Description {min) (feet) (fUft) (fUsec) (cfs) ' 2.2 100 0.0950 0.75 Sheet Flow, Sheet Fallow n= 0.050 P2= 3.10" 0.2 69 0.1014 5.13 Shallow Concentrated Flow, Shallow Cone Unpaved Kv= 16.1 fps 2.4 169 Total Summary for Subcatchment 9P: Subcatchment 9 Runoff = 9.05 cfs @ 12.20 hrs, Volume= 0.856 at, Depth= 3.19" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 10-Year Rainfall=4.60" Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by (enter your company name here) Printed 10/20/2010 ' HydroCADO 9.00 s/n 00983 @ 2009 HvdroCAD Software Solutions LLC Page 37 Area (so CN Description * 35,068 77 Woods, Poor, HSG C 70,332 98 Paved parking & roofs 1,566 77 Brush, Poor, HSG C 33,204 74 >75% Grass cover, Good HSG C ' 140,170 87 Weighted Average 69,838 49.82% Pervious Area 70,332 50.18% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 14 0.4300 0.18 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 5.3 66 0.3000 0.21 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 5 1.0000 0.20 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 5.3 76 0.4000 0.24 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 1.0 13 0.7800 0.22 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 0.6 119 0.0300 3.52 Shallow Concentrated Flow, Paved Kv=20.3 fps ' 1.0 298 0.0127 5.11 4.02 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.013 14.9 591 Total ' Summary for Reach 1 Ra: Relocated Intermittent Stream Inflow Area = 7.816 ac, 12.58% Impervious, Inflow Depth > 1.48" for 10-Year event ' Inflow 3.96 cfs @ 12.00 hrs, Volume= 0.967 of Outflow 3.90 cfs @ 12.01 hrs, Volume= 0.967 af, Atten= 1%, Lag= 0.3 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.85 fps, Min. Travel Time= 0.1 min Avg. Velocity= 2.24 fps, Avg. Travel Time= 0.3 min ' Peak Storage= 29 cf @ 12.00 hrs, Average Depth at Peak Storage= 0.29' Bank-Full Depth= 3.67', Capacity at Bank-Full= 749.24 cfs Custom cross-section, Length=43.9' Slope= 0.2699 '/' (102 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 174.80', Outlet Invert= 162.95' Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 38 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 , -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 , -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 ' 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 9.00 178.47 0.00 ' Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) ' 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 34 3.75 1.00 3.9 6.1 172 44.96 1.50 6.7 10.3 293 79.46 , 2.00 11.2 11.6 492 169.68 3.67 35.4 22.1 1,555 749.24 Summary for Reach 1 Rb: Relocated Intermittent Stream ' Inflow Area = 7.816 ac, 12.58% Impervious, Inflow Depth > 1.48" for 10-Year event Inflow = 3.90 cfs @ 12.01 hrs, Volume= 0.967 of ' Outflow = 3.25 cfs @ 12.11 hrs, Volume= 0.966 af, Atten= 17%, Lag=6.0 min Routing by Stor-Ind+Trans method, Time Span=0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 1.51 fps, Min. Travel Time= 3.8 min Avg. Velocity= 0.61 fps, Avg. Travel Time= 9.5 min Peak Storage= 746 cf @ 12.04 hrs, Average Depth at Peak Storage= 0.64' , Bank-Full Depth= 3.67', Capacity at Bank-Full= 133.02 cfs Custom cross-section, Length= 346.7' Slope= 0.00857' (102 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 162.95', Outlet Invert= 160.00' Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by (enter your company name here) Printed 10/20/2010 ' HydroCAD119.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 39 Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 -5.50 176.80 1.67 -5.00 176.30 2.17 ' -2.00 176.30 2.17 -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 ' 3.00 175.13 3.34 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 ' 9.00 178.47 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 270 0.67 1.00 3.9 6.1 1,360 7.98 1.50 6.7 10.3 2,311 14.11 2.00 11.2 11.6 3,888 30.13 3.67 35.4 22.1 12,284 133.02 ' Summary for Reach 1 Rc: Relocated Intermittent Stream Inflow Area = 7.816 ac, 12.58% Impervious, Inflow Depth > 1.48" for 10-Year event ' Inflow 3.25 cfs @ 12.11 hrs, Volume= 0.966 of Outflow 3.14 cfs @ 12.16 hrs, Volume= 0.966 af, Atten= 3%, Lag= 3.1 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 2.25 fps, Min. Travel Time= 1.8 min Avg. Velocity= 0.99 fps, Avg. Travel Time=4.1 min ' Peak Storage= 342 cf @ 12.13 hrs, Average Depth at Peak Storage= 0.47' Bank-Full Depth= 3.67', Capacity at Bank-Full= 249.76 cfs ' Custom cross-section, Length= 244.7' Slope= 0.0300 '/' (102 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 160.00', Outlet Invert= 152.66' Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 40 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 ' -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 , -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 , 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 9.00 178.47 0.00 ' Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) , 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 191 1.25 1.00 3.9 6.1 960 14.99 1.50 6.7 10.3 1,631 26.49 ' 2.00 11.2 11.6 2,744 56.56 3.67 35.4 22.1 8,670 249.76 Summary for Reach 1 Rd: Relocated Intermittent Stream ' Inflow Area= 7.816 ac, 12.58% Impervious, Inflow Depth > 1.48" for 10-Year event ' Inflow = 3.14 cfs @ 12.16 hrs, Volume= 0.966 of Outflow = 2.37 cfs @ 12.36 hrs, Volume= 0.965 af, Atten=25%, Lag= 12.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs , Max. Velocity= 1.14 fps, Min. Travel Time= 7.8 min Avg. Velocity= 0.51 fps, Avg. Travel Time= 17.6 min Peak Storage= 1,110 cf @ 12.23 hrs, Average Depth at Peak Storage= 0.62' , Bank-Full Depth= 3.67', Capacity at Bank-Full= 102.82 cfs Custom cross-section, Length= 537.0' Slope= 0.0051 T (102 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 152.70', Outlet Invert= 149.97' Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 41 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -10.50 178.47 0.00 -5.50 176.80 1.67 -5.00 176.30 2.17 ' -2.00 176.30 2.17 -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 ' 3.00 175.13 3.34 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 ' 9.00 178.47 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 418 0.51 1.00 3.9 6.1 2,107 6.17 ' 1.50 6.7 10.3 3,579 10.91 2.00 11.2 11.6 6,022 23.29 3.67 35.4 22.1 19,026 102.82 ' Summary for Reach 1 Re: Relocated Intermittent Stream Inflow Area = 7.816 ac, 12.58% Impervious, Inflow Depth > 1.48" for 10-Year event ' Inflow 2.37 cfs @ 12.36 hrs, Volume= 0.965 of Outflow 2.36 cfs @ 12.37 hrs, Volume= 0.965 af, Atten= 0%, Lag= 0.2 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity=4.82 fps, Min. Travel Time= 0.1 min Avg. Velocity= 2.19 fps, Avg. Travel Time= 0.2 min ' Peak Storage= 12 cf @ 12.37 hrs, Average Depth at Peak Storage= 0.22' Bank-Full Depth= 3.67', Capacity at Bank-Full= 722.26 cfs ' Custom cross-section, Length=23.8' Slope= 0.25087' (102 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 149.97', Outlet Invert= 144.00' 1 Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" ' Prepared by (enter your company name here) Printed 10/20/2010 HydroCAD0 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 42 , Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 , -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 ' -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 ' 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 9.00 178.47 0.00 ' Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) ' 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 19 3.61 1.00 3.9 6.1 93 43.34 1.50 6.7 10.3 159 76.60 ' 2.00 11.2 11.6 267 163.57 3.67 35.4 22.1 843 722.26 Summary for Reach 1 Rf: Intermittent Stream , Inflow Area = 7.816 ac, 12.58% Impervious, Inflow Depth > 1.48" for 10-Year event Inflow = 2.36 cfs @ 12.37 hrs, Volume= 0.965 of ' Outflow = 2.36 cfs @ 12.37 hrs, Volume= 0.965 af, Atten= 0%, Lag= 0.4 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity=4.10 fps, Min. Travel Time= 0.2 min Avg. Velocity = 2.19 fps, Avg. Travel Time= 0.4 min Peak Storage= 30 cf @ 12.37 hrs, Average Depth at Peak Storage= 0.31' , Bank-Full Depth= 3.20', Capacity at Bank-Full= 1,365.34 cfs Custom cross-section, Length= 51.7' Slope= 0.25157' (103 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 144.00', Outlet Invert= 131.00' t Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD0 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 43 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -18.82 3.20 0.00 -13.54 2.20 1.00 -8.63 1.20 2.00 ' -1.17 0.20 3.00 0.00 0.00 3.20 1.17 0.20 3.00 8.63 1.20 2.00 ' 13.54 2.20 1.00 18.82 3.20 0.00 Depth End Area Perim, Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 0.0 0 0.00 0.20 0.2 2.4 12 0.74 ' 1.20 10.0 17.4 519 103.49 2.20 32.2 27.4 1,665 533.88 3.20 64.6 38.2 3,338 1,365.34 ' Summary for Reach 2R: Wetland Area E Outlet Inflow Area = 23.552 ac, 51.05% Impervious, Inflow Depth > 2.39" for 10-Year event ' Inflow 5.17 cfs @ 14.13 hrs, Volume= 4.695 of Outflow 5.17 cfs @ 14.20 hrs, Volume= 4.693 af, Atten= 0%, Lag= 4.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 2.25 fps, Min. Travel Time= 2.5 min Avg. Velocity = 1.50 fps, Avg. Travel Time= 3.7 min ' Peak Storage= 761 cf @ 14.16 hrs, Average Depth at Peak Storage= 0.28' Bank-Full Depth= 5.40', Capacity at Bank-Full= 6,334.34 cfs Custom cross-section, Length= 331.0' Slope= 0.0539 '/' (103 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 128.60', Outlet Invert= 110.77' 1 1 Proposed Condition-01 Type Ill 24-hr 10-Year Rainfall=4.60" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 44 , Offset Elevation Chan.Depth (feet) (feet) (feet) -67.70 134.00 0.00 ' -58.00 133.00 1.00 -52.50 132.00 2.00 -47.50 131.00 3.00 , -16.00 130.00 4.00 -8.00 129.00 5.00 -2.00 128.60 5.40 2.00 128.60 5.40 , 8.00 129.00 5.00 16.00 130.00 4.00 47.50 131.00 3.00 52.50 132.00 2.00 ' 58.00 133.00 1.00 67.50 134.00 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 4.0 0 0.00 0.40 4.0 16.0 1,324 10.94 , 1.40 28.0 32.2 9,269 175.53 2.40 91.5 95.2 30,287 614.76 3.40 191.5 105.4 63,387 1,967.07 ' 4.40 302.0 116.6 99,962 3,929.64 5.40 427.6 135.9 141,536 6,334.34 Summary for Reach 3R: 24" RCP Under Highland Ave. ' Inflow Area = 24.590 ac, 49.89% Impervious, Inflow Depth > 2.40" for 10-Year event Inflow = 5.36 cfs @ 14.16 hrs, Volume= 4.921 of ' Outflow = 5.36 cfs @ 14.16 hrs, Volume= 4.921 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 9.13 fps, Min. Travel Time= 0.1 min , Avg. Velocity = 5.57 fps, Avg. Travel Time= 0.2 min Peak Storage=41 cf @ 14.16 hrs, Average Depth at Peak Storage= 0.48' Bank-Full Depth= 2.00', Capacity at Bank-Full=41.71 cfs , 24.0" Round Pipe n= 0.013 Concrete pipe, bends& connections ' Length= 70.0' Slope= 0.03407' Inlet Invert= 105.77', Outlet Invert= 103.39' ' Proposed Condition-01 Type /// 24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 45 Summary for Reach 4R: 24" RCP Highland Ave to Coolidge ' Inflow Area = 30.231 ac, 47.32% Impervious, Inflow Depth > 2.50" for 10-Year event Inflow 10.60 cfs @ 12.76 hrs, Volume= 6.287 of Outflow = 10.58 cfs @ 12.83 hrs, Volume= 6.284 af, Atten= 0%, Lag=4.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 6.96 fps, Min. Travel Time=2.5 min Avg. Velocity= 3.75 fps, Avg. Travel Time=4.7 min Peak Storage= 1,613 cf @ 12.79 hrs, Average Depth at Peak Storage= 0.97' Bank-Full Depth= 2.00', Capacity at Bank-Full=22.13 cfs I ' 24.0" Round Pipe n= 0.013 Concrete pipe, bends& connections Length= 1,062.0' Slope= 0.0096T I ' Inlet Invert= 103.29', Outlet Invert= 93.13' ' Summary for Reach PAI: Point of Analysis 1 Inflow Area = 61.150 ac, 40.76% Impervious, Inflow Depth > 2.62" for 10-Year event Inflow 62.56 cfs @ 12.41 hrs, Volume= 13.372 of Outflow = 62.56 cfs @ 12.41 hrs, Volume= 13.372 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Reach PA2: Point of Analysis 2 Inflow Area = 4.161 ac, 20.37% Impervious, Inflow Depth = 2.22" for 10-Year event Inflow = 6.43 cfs @ 12.37 hrs, Volume= 0.770 of Outflow = 6.43 cfs @ 12.37 hrs, Volume= 0.770 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Reach PA3: Point of Analysis 3 Inflow Area = 3.218 ac, 50.18% Impervious, Inflow Depth = 3.19" for 10-Year event ' Inflow 9.05 cfs @ 12.20 hrs, Volume= 0.856 of Outflow 9.05 cfs @ 12.20 hrs, Volume= 0.856 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Proposed Condition-01 Type 1/I 24-hr 10-Year Rainfall=4.60" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 46 ' Summary for Pond 1W: Wetland Area D Inflow Area = 6.460 ac, 15.22% Impervious, Inflow Depth = 2.55" for 10-Year event ' Inflow = 11.36 cfs @ 12.38 hrs, Volume= 1.371 of Outflow = 0.93 cfs @ 15.41 hrs, Volume= 0.735 af, Atten= 92%, Lag= 182.1 min Primary = 0.93 cfs @ 15.41 hrs, Volume= 0.735 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 175.09' @ 15.41 hrs Surf.Area=47,448 sf Storage= 39,826 cf Plug-Flow detention time= 495.9 min calculated for 0.735 of(54% of inflow) ' Center-of-Mass det. time= 382.1 min ( 1,227.5-845.4 ) Volume Invert Avail.Storage Storage Description ' #1 174.20' 160,521 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store , (feet) (sq-ft) (cubic-feet) (cubic-feet) 174.20 42,818 0 0 175.00 46,511 35,732 35,732 , 176.00 57,259 51,885 87,617 177.00 88,549 72,904 160,521 Device Routing Invert Outlet Devices , #1 Primary 174.80' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.20 1.20 2.20 Width (feet) 1.00 2.50 5.50 13.50 ' Primary OutFlow Max=0.92 cfs @ 15.41 hrs HW=175.09' (Free Discharge) t1=Custom Weir/Orifice (Weir Controls 0.92 cfs @ 1.60 fps) Summary for Pond 2D: Detention Pond 2 , Inflow Area = 11.316 ac, 79.32% Impervious, Inflow Depth = 3.79" for 10-Year event ' Inflow = 50.71 cfs @ 12.07 hrs, Volume= 3.569 of Outflow = 4.24 cfs @ 12.97 hrs, Volume= 3.179 af, Atten= 92%, Lag= 54.1 min Primary = 4.24 cfs @ 12.97 hrs, Volume= 3.179 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Peak Elev= 153.78' @ 12.97 hrs Surf.Area= 25,915 sf Storage= 95,397 cf Plug-Flow detention time= 584.4 min calculated for 3.179 of(89% of inflow) ' Center-of-Mass det. time= 532.9 min ( 1,318.2 -785.4 ) Volume Invert Avail.Storage Storage Description ' #1 148.00' 153,044 cf Custom Stage Data (Prismatic)Listed below(Recalc) ' Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 47 Elevation SUrt.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 148.00 7,866 0 0 149.00 9,989 8,928 8,928 150.00 12,444 11,217 20,144 ' 151.00 17,519 14,982 35,126 152.00 20,428 18,974 54,099 153.00 23,468 21,948 76,047 154.00 26,590 25,029 101,076 ' 155.00 29,786 28,188 129,264 155.75 33,628 23,780 153,044 Device Routing Invert Outlet Devices ' #1 Primary 149.60' 5.0" Vert. Orifice/Grate C= 0.600 #2 Primary 152.70' 8.0"Vert. Orifice/Grate C= 0.600 #3 Primary 153.55' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) ' Primary OutFlow Max=4.23 cfs @ 12.97 hrs HW=153.78' (Free Discharge) �I=Orifice/Grate (Orifice Controls 1.31 cfs @ 9.60 fps) 2=Orifice/Grate (Orifice Controls 1.46 cfs @ 4.17 fps) 3=Sharp-Crested Rectangular Weir(Weir Controls 1.46 cfs @ 1.58 fps) Summary for Pond 2F: Sediment Forebay 2 ' Inflow Area = 7.624 ac, 81.18% Impervious, Inflow Depth = 3.91" for 10-Year event Inflow = 33.88 cfs @ 12.07 hrs, Volume= 2.487 of ' Outflow 34.88 cfs @ 12.07 hrs, Volume= 2.431 af, Atten= 0%, Lag= 0.0 min Primary 34.88 cfs @ 12.07 hrs, Volume= 2.431 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Peak Elev= 150.05' @ 12.07 hrs Surf.Area= 2,190 sf Storage= 3,150 cf Plug-Flow detention time= 24.6 min calculated for 2.431 of(98% of inflow) Center-of-Mass det. time= 10.8 min ( 785.8-774.9 ) ' Volume Invert Avail.Storage Storage Description #1 148.00' 3,150 cf Custom Stage Data (Prismatic)Listed below (Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 148.00 1,026 0 0 ' 149.00 1,496 1,261 1,261 149.65 2,040 1,149 2,410 150.00 2,190 740 3,150 ' Device Routing Invert Outlet Devices #1 Primary 149.65' 50.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 ' 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 ' #2 Primary 150.00' 104.0' long x 4.0' breadth Broad-Crested Rectangular Weir Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" ' Prepared by (enter your company name here) Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 48 ' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 ' 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=34.79 cfs @ 12.07 hrs HW=150.05' (Free Discharge) ' t1=13road-Crested Rectangular Weir(Weir Controls 31.92 cfs @ 1.59 fps) 2=Broad-Crested Rectangular Weir(Weir Controls 2.87 cfs @ 0.54 fps) Summary for Pond 2W: Wetland Area E ' Inflow Area = 23.552 ac, 51.05% Impervious, Inflow Depth > 2.70" for 10-Year event Inflow = 14.75 cfs @ 12.34 hrs, Volume= 5.306 of , Outflow = 5.17 cfs @ 14.13 hrs, Volume= 4.695 af, Atten=65%, Lag= 107.5 min Primary = 5.17 cfs @ 14.13 hrs, Volume= 4.695 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Peak Elev= 128.94' @ 14.13 hrs Surf.Area= 78,934 sf Storage=49,277 cf Plug-Flow detention time= 291.8 min calculated for 4.695 of(88% of inflow) Center-of-Mass det. time= 158.8 min ( 1,339.8 - 1,181.0 ) ' Volume Invert Avail.Storage Storage Description #1 127.00' 230,600 cf Custom Stage Data (Prismatic)Listed below(Recalc) , Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 127.00 106 0 0 ' 128.00 469 288 288 128.60 76,102 22,971 23,259 129.00 79,477 31,116 54,375 ' 130.00 88,069 83,773 138,148 131.00 96,836 92,453 230,600 Device Routing Invert Outlet Devices , #1 Primary 128.60' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.40 1.40 2.40 3.40 4.40 5.40 Width (feet) 4.00 16.00 32.00 95.00 105.00 116.00 133.00 , Primary OutFlow Max=5.11 cfs @ 14.13 hrs HW=128.94' (Free Discharge) t-1=Custom Weir/Orifice (Weir Controls 5.11 cfs @ 1.69 fps) Summary for Pond 8Da: Detention Pond 8a ' Inflow Area = 3.441 ac, 24.63% Impervious, Inflow Depth = 2.55" for 10-Year event Inflow = 6.91 cfs @ 12.26 hrs, Volume= 0.731 of t Outflow = 7.06 cfs @ 12.26 hrs, Volume= 0.721 af, Atten= 0%, Lag= 0.0 min Primary = 7.06 cfs @ 12.26 hrs, Volume= 0.721 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' 1 1 � I ' Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by (enter your company name here) Printed 10/20/2010 I ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 49 Peak Elev= 152.21' @ 12.26 hrs Surf.Area= 650 sf Storage= 708 cf ' Plug-Flow detention time= 16.9 min calculated for 0.721 of(99% of inflow) Center-of-Mass det. time= 9.0 min ( 842.9-833.9 ) Volume Invert Avail.Storage Storage Description ' #1 150.00' 708 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 150.00 106 0 0 151.00 330 218 218 ' 152.00 650 490 708 Device Routing Invert Outlet Devices #1 Primary 151.50' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) ' Head (feet) 0.00 0.50 1.50 2.50 3.50 Width (feet) 0.00 6.61 12.69 18.64 24.92 Primary OutFlow Max=7.05 cfs @ 12.26 hrs HW=152.20' (Free Discharge) ' t1=Custom Weir/Orifice (Weir Controls 7.05 cfs @ 2.25 fps) Summary for Pond 8Db: Detention Pond 8b ' Inflow Area= 3.646 ac, 23.25% Impervious, Inflow Depth = 2.49" for 10-Year event Inflow = 7.28 cfs @ 12.26 hrs, Volume= 0.756 of Outflow 5.78 cfs @ 12.39 hrs, Volume= 0.678 af, Atten=21%, Lag= 7.7 min Primary 5.78 cfs @ 12.39 hrs, Volume= 0.678 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Peak Elev= 153.72' @ 12.39 hrs Surf.Area=4,005 sf Storage= 7,550 cf Plug-Flow detention time= 94.0 min calculated for 0.678 of(90% of inflow) Center-of-Mass det. time= 43.7 min ( 886.4-842.7 ) I ' Volume Invert Avail.Storage Storage Description #1 150.00' 14,261 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 150.00 325 0 0 ' 151.00 870 598 598 152.00 2,222 1,546 2,144 153.00 3,326 2,774 4,918 ' 154.00 4,271 3,799 8,716 155.00 6,818 5,545 14,261 Device Routing Invert Outlet Devices ' #1 Primary 152.50' 18.0"Vert. Orifice/Grate C= 0.600 #2 Primary 155.25' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1 Proposed Condition-01 Type Ill 24-hr 10-Year Rainfall=4.60" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 50 ' Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=5.78 cfs @ 12.39 hrs HW=153.72' (Free Discharge) ' 1:1=Orifice/Grate (Orifice Controls 5.78 cfs @ 3.76 fps) 2=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 8F: Sediment Forebay 8 ' Inflow Area = 3.214 ac, 19.30% Impervious, Inflow Depth = 2.46" for 10-Year event Inflow = 6.44 cfs @ 12.26 hrs, Volume= 0.659 of ' Outflow = 6.49 cfs @ 12.26 hrs, Volume= 0.648 af, Atten= 0%, Lag= 0.2 min Primary = 6.49 cfs @ 12.26 hrs, Volume= 0.648 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 154.04' @ 12.26 hrs Surf.Area= 559 sf Storage= 574 cf Plug-Flow detention time= 14.5 min calculated for 0.648 of(98% of inflow) ' Center-of-Mass det. time= 4.9 min ( 844.7 -839.9 ) Volume Invert Avail.Storage Storage Description #1 152.00' 574 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 152.00 68 0 0 153.00 260 164 164 154.00 559 410 574 Device Routing Invert Outlet Devices t #1 Primary 153.80' 21.9' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 t 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #2 Primary 154.00' 23.1' long x 10.0' breadth Broad-Crested Rectangular Weir ' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=6.47 cfs @ 12.26 hrs HW=154.04' (Free Discharge) ' t1=Broad-Crested Rectangular Weir(Weir Controls 6.06 cfs @ 1.17 fps) 2=Broad-Crested Rectangular Weir(Weir Controls 0.41 cfs @ 0.48 fps) t 1 P , ' Proposed Condition-01 Type 111 24-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 51 Time span=0.00-18.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS ' Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1P: Subcatchmentl RunoffArea=45,255sf 23.41% Impervious RunoffDepth=3.43" ' Flow Length=312' Tc=8.4 min CN=81 Runoff=3.84 cfs 0.297 of Subcatchment2aP: Subcatchment2a Runoff Area=59.077 sf 0.00% Impervious Runoff Depth=2.77" Tc=0.0 min CN=74 Runoff--5.39 cfs 0.313 of Subcatchment2bP: Subcatchment2b Runoff Area=160.804 sf 75.48% Impervious Runoff Depth=4.58" Tc=5.0 min CN=92 Runoff=19.36 cfs 1.409 of ' Subcatchment2cP:Subcatchment2c Runoff Area=332.115 sf 81.18% Impervious Runoff Depth=4.80" Tc=5.0 min CN=94 Runoff=41.09 cfs 3.051 of Subcatchment2dP: Subcatchment2d RunoffArea=38.258 sf 0.00% Impervious Runoff Depth=2.95" Flow Length=213' Tc=18.4 min CN=76 Runoff=2.12 cfs 0.216 of Subcatchment3P: Subcatchment3 Runoff Area=281.378 sf 15.22% Impervious Runoff Depth=3.33" ' Flow Length=731' Tc=27.5 min CN=80 Runoff=14.86 cfs 1.794 of Subcatchment4P: Subcatchment4 Runoff Area=154.273 sf 58.32% Impervious Runoff Depth=4.25" Flow Length=217' Tc=22.2 min CN=89 Runoff--1 1.08 cfs 1.255 of I ' SubcatchmentSP:Subcatchment5 Runoff Area=403.752 sf 38.00% Impervious Runoff Depth=3.63" Flow Length=1,761' Tc=22.2 min CN=83 Runoff--25.36 cfs 2.804 of ' Subcatchment6P: Subcatchment6 Runoff Area=245.683 sf 36.12% Impervious Runoff Depth=3.73" Flow Length=1,403' Tc=47.1 min CN=84 Runoff--1 1.09 cfs 1.754 of 1 Subcatchment7P: Subcatchment7 Runoff Area=943.101 sf 32.78% Impervious Runoff Depth=3.53" Flow Length=1,525' Tc=32.2 min CN=82 Runoff--48.83 cfs 6.369 of ' Subcatchment8aP:Subcatchment8a Runoff Area=9,900 sf 100.00% Impervious Runoff Depth=5.26" Tc=5.0 min CN=98 Runoff--1.27 cfs 0.100 of Subcatchment8b1p:Subcatchment8b Runoff Area=1 39,994 sf 19.30% Impervious Runoff Depth=3.24" Flow Length=554' Tc--1 8.6 min CN=79 Runoff=8.48 cfs 0.867 of Subcatchment8cP: Subcatchment8c Runoff Area=22.435 sf 0.00% Impervious Runoff Depth=2.86" Flow Length=399' Tc=13.3 min CN=75 Runoff=1.37 cfs 0.123 of ' Subcatchment8dP: Subcatchment8c Runoff Area=8,920 sf 0.00% Impervious Runoff Depth=2.77" Flow Length=169' Tc=2.4 min CN=74 Runoff=0.76 cfs 0.047 of ' Subcatchment9P: Subcatchment9 Runoff Area=140.170 sf 50.18% Impervious Runoff Depth=4.04" Flow Length=591' Tc=14.9 min CN=87 Runoff=11.36 cfs 1.083 of ' Reach 1Ra: Relocated Intermittent Stream Avg. Depth=0.38' Max Vel=5.89 fps Inflow=5.39 cfs 1.470 of n=0.050 L=43.9' S=0.2699'P Capacity=749.24 cfs Outflow=5.33 cfs 1.470 of t ' a Proposed Condition-01 Type 11124-hr 25-Year Rainfall=5.50" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 52 ' Reach 1Rb: Relocated Intermittent Stream Avg. Depth=0.75' Max Vel=1.69 fps Inflow=5.33 cfs 1.470 of n=0.050 L=346.7' S=0.0085'/' Capacity=133.02 cfs Outflow=4.51 cfs 1.470 of Reach 1Rc: Relocated Intermittent Stream Avg. Depth=0.55' Max Vel=2.53 fps Inflow=4.51 cfs 1.470 of , n=0.050 L=244.7' S=0.0300'/' Capacity=249.76 cfs Outflow=4.38 cfs 1.469 of Reach 1 Rd: Relocated Intermittent Stream Avg. Depth=0.74' Max Vel=1.30 fps Inflow=4.38 cfs 1.469 of ' n=0.050 L=537.0' S=0.0051 'f Capacity=102.82 cfs Outflow=3.44 cfs 1.468 of Reach 1Re: Relocated I nterm ittent Stream Avg. Depth=0.27' Max Vel=5.48 fps Inflow=3.44 cfs 1.468 of , n=0.050 L=23.8' S=0.2508'/' Capacity=722.26 cfs Outflow=3.44 cfs 1.468 of Reach 1Rf: Intermittent Stream Avg. Depth=0.35' Max Vel=4.47 fps Inflow=3.44 cfs 1.468 of n=0.050 L=51.7' S=0.2515 T Capacity=1,365.34 cfs Outflow=3.44 cfs 1.468 of t Reach 2R:Wetland Area E Outlet Avg. Depth=0.40' Max Vel=2.75 fps Inflow=11.09 cfs 6.332 of n=0.050 L=331.0' S=0.0539'/' Capacity=6,334.34 cfs Outflow=11.09 cfs 6.330 of ' Reach 3R: 24"RCP Under Highland Ave. Avg. Depth=0.72' Max Vel=11.33 fps Inflow=11.45 cfs 6.627 of 24.0" Round Pipe n=0.013 L=70.0' S=0.0340 T Capacity=41.71 cfs Outflow=11.45 cfs 6.627 of Reach 4R: 24"RCP Highland Ave to Avg. Depth=1.50' Max Vel=7.98 fps Inflow=20.18 cfs 8.380 of ' 24.0" Round Pipe n=0.013 L=1,062.0' S=0.0096 T Capacity=22.13 cfs Outflow--20.11 cfs 8.377 of Reach PAII: Point of Analysis 1 Inflow=81.24 cfs 17.550 of Outflow=81.24 cfs 17.550 of Reach PA2: Point of Analysis 2 Inflow=8.39 cfs 1.038 of t Outflow=8.39 cfs 1.038 of Reach PA3: Point of Analysis 3 Inflow=11.36 cfs 1.083 of Outflow=11.36 cfs 1.083 of ' Pond 1W:Wetland Area D Peak Elev=175.22' Storage=46.366 cf Inflow=14.86 cfs 1.794 of Outflow=1.91 cfs 1.157 of Pond 21): Detention Pond 2 Peak Elev=154.26' Storage=108.085 cf Inflow=60.96 cfs 4.404 of Outflow=10.79 cfs 4.011 of Pond 2F: Sediment Forebay 2 Peak EIev=150.08' Storage=3,150 cf Inflow=41.09 cfs 3.051 of Outflow=41.60 cfs 2.996 of Pond 2W:Wetland Area E Peak EIev=129.09' Storage=61.579 cf Inflow=25.03 cfs 6.950 of ' Outflow=11.09 cfs 6.332 of Pond 8Da: Detention Pond 8a Peak EIev=152.29' Storage=708 cf Inflow=9.05 cfs 0.956 of , Outflow=9.09 cfs 0.946 of Pond 8Db: Detention Pond 8b Peak EIev=154.03' Storage=8,837 cf Inflow=9.38 cfs 0.993 of Outflow=7.50 cfs 0.915 of , Pond 8F: Sediment Forebay 8 Peak EIev=154.07' Storage=574 cf Inflow=8.48 cfs 0.867 of Outflow=8.53 cfs 0.856 of 1 Proposed Condition-01 Type 111 24-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 53 Total Runoff Area= 68.529 ac Runoff Volume= 21.481 of Average Runoff Depth = 3.76" ' 60.04% Pervious=41.142 ac 39.96% Impervious=27.386 ac 1 i , Proposed Condition-01 Type 11124-hr 25-Year Rainfall=5.50" i Prepared by{enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 54 ' Summary for Subcatchment 1 P: Subcatchment 1 Runoff = 3.84 cfs @ 12.12 hrs, Volume= 0.297 af, Depth= 3.43" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" ' Area (sf) CN Description 16,308 77 Woods, Poor, HSG C 10,594 98 Paved parking & roofs ' 3,381 77 Brush, Poor, HSG C 14,972 74 >75% Grass cover, Good, HSG C 45,255 81 Weighted Average , 34,661 76.59% Pervious Area 10,594 23.41% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (fUsec) (cfs) 1.5 6 0.0200 0.07 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.10" ' 6.2 94 0.4100 0.25 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.2 29 0.3100 2.78 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps ' 0.4 101 0.0528 4.66 Shallow Concentrated Flow, Shallow Conc - Paved Paved Kv= 20.3 fps 0.1 82 0.0730 19.46 61.12 Pipe Channel, 15" HDPE ' 24.0" Round Area= 3.1 sf Perim=6.3' r- 0.50' n= 0.013 Corrugated PE, smooth interior 8.4 312 Total Summary for Subcatchment 2aP: Subcatchment 2a ' Runoff = 5.39 cfs @ 12.00 hrs, Volume= 0.313 af, Depth= 2.77" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" Area (sf) CN Description ' 6,964 77 Woods, Poor, HSG C 418 77 Brush, Poor, HSG C ' 51,695 74 >75% Grass cover, Good, HSG C 59,077 74 Weighted Average 59,077 100.00% Pervious Area 1 ' Proposed Condition-01 Type 11124-hr 25-Year Rainfall=5.50" Prepared by (enter your company name here) Printed 10/20/2010 ' HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 55 Summary for Subcatchment 21bP: Subcatchment 2b ' Runoff = 19.36 cfs @ 12.07 hrs, Volume= 1.409 af, Depth= 4.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 25-Year Rainfall=5.50" Area(sf) CN Description 121,380 98 Paved parking & roofs ' 39,424 74 >75% Grass cover, Good, HSG C 160,804 92 Weighted Average 39,424 24.52% Pervious Area ' 121,380 75.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) ' 5.0 Direct Entry, Summary for Subcatchment 2cP: Subcatchment 2c Runoff = 41.09 cfs @ 12.07 hrs, Volume= 3.051 af, Depth= 4.80" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" Area (so CN Description 1 269,608 98 Paved parking & roofs 34,355 74 >75% Grass cover, Good, HSG C 7,365 89 Gravel roads, HSG C ' 20,787 77 Woods, Poor, HSG C 332,115 94 Weighted Average 62,507 18.82% Pervious Area 269,608 81.18% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) ' 5.0 Direct Entry, Direct Entry Summary for Subcatchment 2dP: Subcatchment 2d Runoff = 2.12 cfs @ 12.25 hrs, Volume= 0.216 af, Depth= 2.95" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" 1 Proposed Condition-01 Type 111 24-hr 25-Year Rainfall=5.50" , Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 56 -, Area (so CN Description 27,083 77 Woods, Poor, HSG C " 462 77 Brush, Poor, HSG C ' 10,713 74 >75% Grass cover, Good, HSG C 38,258 76 Weighted Average 38,258 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 29 0.6550 0.24 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 14.5 71 0.0280 0.08 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" ' 1.9 113 0.0389 0.99 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 18.4 213 Total Summary for Subcatchment 3P: Subcatchment 3 Runoff = 14.86 cfs @ 12.38 hrs, Volume= 1.794 af, Depth= 3.33" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" Area (sf) CN Description ' 238,560 77 Woods, Poor, HSG C 42,818 98 Water Surface, HSG C 281,378 80 Weighted Average 238,560 84.78% Pervious Area 42,818 15.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 100 0.0900 0.14 Sheet Flow, Sheet , Woods: Light underbrush n= 0.400 P2= 3.10" 1.6 282 0.0400 3.00 Shallow Concentrated Flow, Shallow Conc Grassed Waterway Kv= 15.0 fps ' 13.9 349 0.0070 0.42 Shallow Concentrated Flow,Vernal Pool Woodland Kv= 5.0 fps 27.5 731 Total Summary for Subcatchment 4P: Subcatchment 4 ' Runoff = 11.08 cfs 12.30 hrs Volume= 1.255 of, Depth= 4.25" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" 1 ' Proposed Condition-01 Type 111 24-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here) Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 57 Area (so CN Description 30,775 83 1/4 acre lots, 38% imp, HSG C ' 45,227 77 Woods, Poor, HSG C 78,271 98 Water Surface, HSG C 154,273 89 Weighted Average ' 64,308 41.68% Pervious Area 89,966 58.32% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (fUft) (ft/sec) (cfs) 2.3 33 0.2121 0.24 Sheet Flow, Sheet-Grass Grass: Dense n= 0.240 P2= 3.10" ' 17.8 67 0.0149 0.06 Sheet Flow, Sheet Woods Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 117 0.0340 0.92 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 22.2 217 Total Summary for Subcatchment 5P: Subcatchment 5 ' Runoff = 25.36 cfs @ 12.31 hrs, Volume= 2.804 af, Depth= 3.63" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" _ Area (sf) CN Description ' 403,752 83 1/4 acre lots, 38% imp, HSG C 250,326 62.00% Pervious Area 153,426 38.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 14.6 100 0.0550 0.11 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 4.1 326 0.0706 1.33 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 0.6 140 0.0326 3.67 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 2.7 1,123 0.0240 7.03 5.52 Pipe Channel, 18" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' ' n= 0.013 Concrete pipe, bends &connections 0.2 72 0.0117 7.79 24.47 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Concrete pipe bends & connections ' 22.2 1,761 Total Proposed Condition-01 Type 11124-hr 25-Year Rainfall=5.50" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 58 , Summary for Subcatchment 6P: Subcatchment 6 Runoff = 11.09 cfs @ 12.62 hrs, Volume= 1.754 af, Depth= 3.73" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" , Area (sf) CN Description 59,165 83 1/4 acre lots, 38% imp, HSG C 108,567 77 Woods, Poor, HSG C ' 77,951 94 Urban commercial, 85% imp, HSG C 245,683 84 Weighted Average 156,942 63.88% Pervious Area , 88,741 36.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 21.8 100 0.0200 0.08 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 23.0 723 0.0110 0.52 Shallow Concentrated Flow, Shallow Conc ' Woodland Kv= 5.0 fps 2.3 571 0.0400 4.06 Shallow Concentrated Flow, Paved Paved Kv=20.3 fps 0.0 9 0.1367 16.77 13.17 Pipe Channel, 12" RCP ' 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete pipe, bends&connections 47.1 1,403 Total ' Summary for Subcatchment 713: Subcatchment 7 Runoff = 48.83 cfs @ 12.42 hrs, Volume= 6.369 af, Depth= 3.53" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" ' Area (so CN Description 813,598 83 1/4 acre lots, 38% imp, HSG C 129,503 77 Woods, Poor, HSG C ' 943,101 82 Weighted Average 633,934 67.22% Pervious Area 309,167 32.78% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 11.5 100 0.1000 0.15 Sheet Flow, Sheet , Woods: Light underbrush n= 0.400 P2= 3.10" 20.6 1,385 0.0500 1.12 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps , 0.1 40 0.0100 7.20 22.62 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 32.2 1,525 Total tProposed Condition-01 Type /1124-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD0 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Paoe 59 Summary for Subcatchment UP: Subcatchment 8a ' Runoff = 1.27 cfs @ 12.07 hrs, Volume= 0.100 af, Depth= 5.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs tType III 24-hr 25-Year Rainfall=5.50" Area (sf) CN Description 9,900 98 Paved parking & roofs ' 9,900 100.00% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (f/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct ' - Summary for Subcatchment 8bP: Subcatchment 8b Runoff - 8.48 cfs @ 12.26 hrs, Volume= 0.867 af, Depth= 3.24" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" Area (so CN Description 88,872 74 >75% Grass cover, Good, HSG C 27,017 98 Paved parking & roofs 7,871 77 Brush, Poor, HSG C 1 1,109 87 Dirt roads, HSG C 15,125 77 Woods, Poor, HSG C 139,994 79 Weighted Average ' 112,977 80.70% Pervious Area 27,017 19.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 4.2 20 0.0500 0.08 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 1.2 25 0.2400 0.34 Sheet Flow, Sheet Grass: Short n= 0.150 P2= 3.10" 5.5 55 0.0270 0.17 Sheet Flow, Sheet Grass: Short n= 0.150 P2= 3.10" 7.6 433 0.0185 0.95 Shallow Concentrated Flow, Shallow Conc Short Grass Pasture Kv= 7.0 fps 0.1 21 0.7143 5.92 Shallow Concentrated Flow, Shallow Conc ' Short Grass Pasture Kv= 7.0 fps 18.6 554 Total t 1 1 Proposed Condition-01 Type 11124-hr 25-Year Rainfall=5.50" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 60 , Summary for Subcatchment 8cP: Subcatchment 8c Runoff = 1.37 cfs @ 12.19 hrs, Volume= 0.123 af, Depth= 2.86" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" ' Area (sf) CN Description 17,859 74 >75% Grass cover, Good, HSG C 4,576 77 Woods, Poor, HSG C ' 22,435 75 Weighted Average 22,435 100.00% Pervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (fUft) (ft/sec) (cfs) 10.7 100 0.1200 0.16 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 2.6 299 0.1438 1.90 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps 13.3 399 Total ' Summary for Subcatchment UP: Subcatchment 8c Runoff = 0.76 cfs @ 12.04 hrs, Volume= 0.047 af, Depth= 2.77' , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" ' Area (sf) CN Description 8,920 74 >75% Grass cover, Good, HSG C 8,920 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) ' 2.2 100 0.0950 0.75 Sheet Flow, Sheet Fallow n= 0.050 P2= 3.10" 0.2 69 0.1014 5.13 Shallow Concentrated Flow, Shallow Cone ' Unpaved Kv= 16.1 fps 2.4 169 Total Summary for Subcatchment 9P: Subcatchment 9 ' Runoff = 11.36 cfs @ 12.20 hrs, Volume= 1.083 af, Depth= 4.04" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 25-Year Rainfall=5.50" ' Proposed Condition-01 Type /// 24-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD@ 9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 61 Area (sf) CN Description 35,068 77 Woods, Poor, HSG C ' 70,332 98 Paved parking & roofs 1,566 77 Brush, Poor, HSG C 33,204 74 >75% Grass cover, Good, HSG C ' 140,170 87 Weighted Average 69,838 49.82% Pervious Area 70,332 50.18% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 1.3 14 0.4300 0.18 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 5.3 66 0.3000 0.21 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 5 1.0000 0.20 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 5.3 76 0.4000 0.24 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 1.0 13 0.7800 0.22 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 0.6 119 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 1.0 298 0.0127 5.11 4.02 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 14.9 591 Total Summary for Reach 1 Ra: Relocated Intermittent Stream Inflow Area= 7.816 ac, 12.58% Impervious, Inflow Depth > 2.26" for 25-Year event t Inflow 5.39 cfs @ 12.00 hrs, Volume= 1.470 of Outflow 5.33 cfs @ 12.00 hrs, Volume= 1.470 af, Atten= 1%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 1 1 Max. Velocity= 5.89 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.42 fps, Avg. Travel Time= 0.3 min ' Peak Storage= 43 cf @ 12.00 hrs, Average Depth at Peak Storage= 0.38' Bank-Full Depth= 3.67', Capacity at Bank-Full= 749.24 cfs Custom cross-section, Length=43.9' Slope= 0.2699T (102 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 174.80', Outlet Invert= 162.95' Proposed Condition-01 Type 11124-hr 25-Year Rainfall=5.50" , Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 62 t Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 ' -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 t -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 ' 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 ' 9.00 178.47 0.00 Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) ' 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 34 3.75 1.00 3.9 6.1 172 44.96 1.50 6.7 10.3 293 79.46 ' 2.00 11.2 11.6 492 169.68 3.67 35.4 22.1 1,555 749.24 Summary for Reach 1 Rb: Relocated Intermittent Stream , Inflow Area = 7.816 ac, 12.58% Impervious, Inflow Depth > 2.26" for 25-Year event Inflow = 5.33 cfs @ 12.00 hrs, Volume= 1.470 of ' Outflow = 4.51 cfs @ 12.10 hrs, Volume= 1.470 af, Atten= 15%, Lag= 5.4 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 1.69 fps, Min. Travel Time= 3.4 min Avg. Velocity = 0.66 fps, Avg. Travel Time= 8.8 min Peak Storage= 927 cf @ 12.04 hrs, Average Depth at Peak Storage= 0.75' , Bank-Full Depth= 3.67', Capacity at Bank-Full= 133.02 cfs Custom cross-section, Length= 346.7' Slope= 0.00857' (102 Elevation Intervals) , Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 162.95', Outlet Invert= 160.00' I Proposed Condition-01 Type 11124-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 63 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -10.50 178.47 0.00 -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 ' 3.00 175.13 3.34 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 ' 9.00 178.47 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 270 0.67 1.00 3.9 6.1 1,360 7.98 ' 1.50 6.7 10.3 2,311 14.11 2.00 11.2 11.6 3,888 30.13 3.67 35.4 22.1 12,284 133.02 ' Summary for Reach 1 Rc: Relocated Intermittent Stream Inflow Area = 7.816 ac, 12.58% Impervious, Inflow Depth > 2.26" for 25-Year event Inflow 4.51 cfs @ 12.10 hrs, Volume= 1.470 of Outflow 4.38 cfs @ 12.14 hrs, Volume= 1.469 af, Atten= 3%, Lag= 2.8 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 2.53 fps, Min. Travel Time= 1.6 min Avg. Velocity = 1.04 fps, Avg. Travel Time= 3.9 min ' Peak Storage= 424 cf @ 12.12 hrs, Average Depth at Peak Storage= 0.55' Bank-Full Depth= 3.67', Capacity at Bank-Full= 249.76 cfs ' Custom cross-section, Length=244.7' Slope= 0.03007' (102 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 160.00', Outlet Invert= 152.66' __.._ _- 1 1 Proposed Condition-01 Type 11124-hr 25-Year Rainfall=5.50" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 64 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 , -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 , -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 ' 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 9.00 178.47 0.00 ' Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) ' 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 191 1.25 1.00 3.9 6.1 960 14.99 1.50 6.7 10.3 1,631 26.49 ' 2.00 11.2 11.6 2,744 56.56 3.67 35.4 22.1 8,670 249.76 Summary for Reach 1 Rd: Relocated Intermittent Stream , Inflow Area = 7.816 ac, 12.58% Impervious, Inflow Depth > 2.26" for 25-Year event ' Inflow = 4.38 cfs @ 12.14 hrs, Volume= 1.469 of Outflow = 3.44 cfs @ 12.32 hrs, Volume= 1.468 af, Atten= 21%, Lag= 10.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 1.30 fps, Min. Travel Time=6.9 min ' Avg. Velocity = 0.55 fps, Avg. Travel Time= 16.3 min Peak Storage= 1,423 cf @ 12.21 hrs, Average Depth at Peak Storage= 0.74' , Bank-Full Depth= 3.67', Capacity at Bank-Full= 102.82 cfs Custom cross-section, Length= 537.0' Slope= 0.0051 T (102 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 152.70', Outlet Invert= 149.97' ' Proposed Condition-01 Type /// 24-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 65 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -10.50 178.47 0.00 -5.50 176.80 1.67 -5.00 176.30 2.17 ' -2.00 176.30 2.17 -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 ' 3.00 175.13 3.34 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 ' 9.00 178.47 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 418 0.51 1.00 3.9 6.1 2,107 6.17 ' 1.50 6.7 10.3 3,579 10.91 2.00 11.2 11.6 6,022 23.29 3.67 35.4 22.1 19,026 102.82 I ' Summary for Reach 1 Re: Relocated Intermittent Stream Inflow Area= 7.816 ac, 12.58% Impervious, Inflow Depth > 2.25" for 25-Year event t Inflow 3.44 cfs @ 12.32 hrs, Volume= 1.468 of Outflow 3.44 cfs @ 12.32 hrs, Volume= 1.468 af, Atten= 0%, Lag= 0.1 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.48 fps, Min. Travel Time= 0.1 min Avg. Velocity= 2.37 fps, Avg. Travel Time= 0.2 min ' Peak Storage= 15 cf @ 12.32 hrs, Average Depth at Peak Storage= 0.27' Bank-Full Depth= 3.67', Capacity at Bank-Full= 722.26 cfs t Custom cross-section, Length= 23.8' Slope= 0.2508 '/' (102 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 149.97', Outlet Invert= 144.00' 1 Proposed Condition-01 Type 11124-hr 25-Year Rainfall=5.50" ' Prepared by (enter your company name here) Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 66 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 ' -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 ' -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 ' 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 9.00 178.47 0.00 ' Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) ' 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 19 3.61 1.00 3.9 6.1 93 43.34 , 1.50 6.7 10.3 159 76.60 2.00 11.2 11.6 267 163.57 3.67 35.4 22.1 843 722.26 Summary for Reach 1 Rf: Intermittent Stream ' Inflow Area = 7.816 ac, 12.58% Impervious, Inflow Depth > 2.25" for 25-Year event ' Inflow = 3.44 cfs @ 12.32 hrs, Volume= 1.468 of Outflow = 3.44 cfs @ 12.33 hrs, Volume= 1.468 af, Atten= 0%, Lag= 0.4 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs t Max. Velocity= 4.47 fps, Min. Travel Time= 0.2 min Avg. Velocity= 2.31 fps, Avg. Travel Time= 0.4 min Peak Storage= 40 cf @ 12.33 hrs, Average Depth at Peak Storage= 0.35' ' Bank-Full Depth= 3.20', Capacity at Bank-Full= 1,365.34 cfs Custom cross-section, Length= 51.7' Slope= 0.2515 '/' (103 Elevation Intervals) ' Constant n= 0.050 Mountain streams wharge boulders Inlet Invert= 144.00', Outlet Invert= 131.00' ' Proposed Condition-01 Type /// 24-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCADO 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 67 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -18.82 3.20 0.00 -13.54 2.20 1.00 -8.63 1.20 2.00 -1.17 0.20 3.00 0.00 0.00 3.20 1.17 0.20 3.00 8.63 1.20 2.00 ' 13.54 2.20 1.00 18.82 3.20 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 0.0 0 0.00 0.20 0.2 2.4 12 0.74 ' 1.20 10.0 17.4 519 103.49 2.20 32.2 27.4 1,665 533.88 3.20 64.6 38.2 3,338 1,365.34 Summary for Reach 2R: Wetland Area E Outlet Inflow Area = 23.552 ac, 51.05% Impervious, Inflow Depth > 3.23" for 25-Year event Inflow 11.09 cfs @ 13.07 hrs, Volume= 6.332 of Outflow 11.09 cfs @ 13.13 hrs, Volume= 6.330 af, Atten= 0%, Lag= 3.4 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 2.75 fps, Min. Travel Time=2.0 min Avg. Velocity= 1.58 fps, Avg. Travel Time= 3.5 min ' Peak Storage= 1,336 cf @ 13.10 hrs, Average Depth at Peak Storage= 0.40' Bank-Full Depth= 5.40', Capacity at Bank-Full= 6,334.34 cfs Custom cross-section, Length= 331.0' Slope= 0.0539 '/' (103 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 128.60', Outlet Invert= 110.77' I ' # Proposed Condition-01 Type 111 24-hr 25-Year Rainfall=5.50" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 68 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -67.70 134.00 0.00 ' -58.00 133.00 1.00 -52.50 132.00 2.00 -47.50 131.00 3.00 t -16.00 130.00 4.00 -8.00 129.00 5.00 -2.00 128.60 5.40 2.00 128.60 5.40 , 8.00 129.00 5.00 16.00 130.00 4.00 47.50 131.00 3.00 52.50 132.00 2.00 , 58.00 133.00 1.00 67.50 134.00 0.00 Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 4.0 0 0.00 0.40 4.0 16.0 1,324 10.94 ' 1.40 28.0 32.2 9,269 175.53 2.40 91.5 95.2 30,287 614.76 3.40 191.5 105.4 63,387 1,967.07 ' 4.40 302.0 116.6 99,962 3,929.64 5.40 427.6 135.9 141,536 6,334.34 Summary for Reach 3R: 24" RCP Under Highland Ave. ' Inflow Area = 24.590 ac, 49.89% Impervious, Inflow Depth > 3.23" for 25-Year event Inflow = 11.45 cfs @ 13.11 hrs, Volume= 6.627 of ' Outflow = 11.45 cfs @ 13.11 hrs, Volume= 6.627 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 11.33 fps, Min. Travel Time= 0.1 min ' Avg. Velocity = 5.82 fps, Avg. Travel Time= 0.2 min Peak Storage= 71 cf @ 13.11 hrs, Average Depth at Peak Storage= 0.72' ' Bank-Full Depth= 2.00', Capacity at Bank-Full=41.71 cfs 24.0" Round Pipe n= 0.013 Concrete pipe, bends&connections ' Length= 70.0' Slope= 0.0340T Inlet Invert= 105.77', Outlet Invert= 103.39' i 1 � tProposed Condition-01 Type Ill 24-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 69 Summary for Reach 4R: 24" RCP Highland Ave to Coolidge ' Inflow Area = 30.231 ac, 47.32% Impervious, Inflow Depth > 3.33" for 25-Year event Inflow 20.18 cfs @ 12.82 hrs, Volume= 8.380 of Outflow = 20.11 cfs @ 12.88 hrs, Volume= 8.377 af, Atten= 0%, Lag= 3.8 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 7.98 fps, Min. Travel Time=2.2 min Avg. Velocity= 3.90 fps, Avg. Travel Time=4.5 min Peak Storage= 2,676 cf @ 12.84 hrs, Average Depth at Peak Storage= 1.50' Bank-Full Depth= 2.00', Capacity at Bank-Full= 22.13 cfs ' 24.0" Round Pipe n= 0.013 Concrete pipe, bends &connections Length= 1,062.0' Slope= 0.0096'/' ' Inlet Invert= 103.29', Outlet Invert= 93.13' Summary for Reach PAI: Point of Analysis 1 ' Inflow Area = 61.150 ac, 40.76% Impervious, Inflow Depth > 3.44" for 25-Year event Inflow 81.24 cfs @ 12.41 hrs, Volume= 17.550 of Outflow = 81.24 cfs @ 12.41 hrs, Volume= 17.550 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Reach PA2: Point of Analysis 2 Inflow Area = 4.161 ac, 20.37% Impervious, Inflow Depth = 2.99" for 25-Year event Inflow = 8.39 cfs @ 12.36 hrs, Volume= 1.038 of ' Outflow = 8.39 cfs @ 12.36 hrs, Volume= 1.038 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Reach PA3: Point of Analysis 3 Inflow Area = 3.218 ac, 50.18% Impervious, Inflow Depth = 4.04" for 25-Year event Inflow _ 11.36 cfs @ 12.20 hrs, Volume= 1.083 of Outflow 11.36 cfs @ 12.20 hrs, Volume= 1.083 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs i 1 Proposed Condition-01 Type 11124-hr 25-Year Rainfall=5.50" , Prepared by (enter your company name here) Printed 10/20/2010 HydroCADO 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 70 , Summary for Pond 1W: Wetland Area D Inflow Area = 6.460 ac, 15.22% Impervious, Inflow Depth = 3.33" for 25-Year event ' Inflow = 14.86 cfs @ 12.38 hrs, Volume= 1.794 of Outflow = 1.91 cfs @ 13.85 hrs, Volume= 1.157 af, Atten= 87%, Lag= 88.6 min Primary = 1.91 cfs @ 13.85 hrs, Volume= 1.157 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 175.22' @ 13.85 hrs Surf.Area=48,907 sf Storage=46,366 cf Plug-Flow detention time= 400.0 min calculated for 1.157 of(64% of inflow) ' Center-of-Mass det. time= 297.8 min ( 1,135.5- 837.7 ) Volume Invert Avail.Storage Storage Description #1 174.20' 160,521 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 174.20 42,818 0 0 175.00 46,511 35,732 35,732 ' 176.00 57,259 51,885 87,617 177.00 88,549 72,904 160,521 Device Routing Invert Outlet Devices #1 Primary 174.80' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.20 1.20 2.20 Width (feet) 1.00 2.50 5.50 13.50 ' Primary OutFlow Max=1.91 cfs @ 13.85 hrs HW=175.22' (Free Discharge) t-1=Custom Weir/Orifice (Weir Controls 1.91 cfs @ 1.94 fps) Summary for Pond 2D: Detention Pond 2 ' Inflow Area= 11.316 ac, 79.32% Impervious, Inflow Depth = 4.67" for 25-Year event ' Inflow = 60.96 cfs @ 12.07 hrs, Volume= 4.404 of Outflow = 10.79 cfs @ 12.52 hrs, Volume= 4.011 af, Atten= 82%, Lag= 26.8 min Primary = 10.79 cfs @ 12.52 hrs, Volume= 4.011 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Peak Elev= 154.26' @ 12.52 hrs Surf.Area= 27,419 sf Storage= 108,085 cf Plug-Flow detention time= 498.8 min calculated for 4.010 of(91% of inflow) ' Center-of-Mass det. time= 454.3 min ( 1,233.6 -779.3 ) Volume Invert Avail.Storage Storage Description ' #1 148.00' 153,044 cf Custom Stage Data (Prismatic)Listed below (Recalc) 1 1 ' Proposed Condition-01 Type 11124-hr 25-Year Rainfall=5.50" Prepared by (enter your company name here) Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 71 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 148.00 7,866 0 0 149.00 9,989 8,928 8,928 150.00 12,444 11,217 20,144 t 151.00 17,519 14,982 35,126 152.00 20,428 18,974 54,099 153.00 23,468 21,948 76,047 154.00 26,590 25,029 101,076 155.00 29,786 28,188 129,264 155.75 33,628 23,780 153,044 Device Routing Invert Outlet Devices #1 Primary 149.60' 5.0"Vert. Orifice/Grate C= 0.600 #2 Primary 152.70' 8.0"Vert. Orifice/Grate C= 0.600 #3 Primary 153.55' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) ' Primary OutFlow Max=10.79 cfs @ 12.52 hrs HW=154.26' (Free Discharge) tI=Orifice/Grate (Orifice Controls 1.39 cfs @ 10.16 fps) 2=Orifice/Grate (Orifice Controls 1.86 cfs @ 5.33 fps) ' 3=Sharp-Crested Rectangular Weir(Weir Controls 7.54 cfs @ 2.75 fps) Summary for Pond 21F: Sediment Forebay 2 ' Inflow Area = 7.624 ac, 81.18% Impervious, Inflow Depth = 4.80" for 25-Year event Inflow = 41.09 cfs @ 12.07 hrs, Volume= 3.051 of Outflow 41.60 cfs @ 12.07 hrs, Volume= 2.996 af, Atten= 0%, Lag= 0.0 min Primary 41.60 cfs @ 12.07 hrs, Volume= 2.996 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Peak Elev= 150.08' @ 12.07 hrs Surf.Area= 2,190 sf Storage= 3,150 cf Plug-Flow detention time= 21.1 min calculated for 2.996 of(98% of inflow) Center-of-Mass det. time= 9.6 min ( 779.5 -769.9 ) ' Volume Invert Avail.Storage Storage Description #1 148.00' 3,150 cf Custom Stage Data (Prismatic)Listed below (Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 148.00 1,026 0 0 ' 149.00 1,496 1,261 1,261 149.65 2,040 1,149 2,410 150.00 2,190 740 3,150 Device Routing Invert Outlet Devices #1 Primary 149.65' 50.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 ' #2 Primary 150.00' 104.0' long x 4.0' breadth Broad-Crested Rectangular Weir 1 Proposed Condition-01 Type 111 24-hr 25-Year Rainfall=5.50" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 72 ' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 ' 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=41.57 cfs @ 12.07 hrs HW=150.08' (Free Discharge) ' �1=Broad-Crested Rectangular Weir(Weir Controls 35.89 cfs @ 1.67 fps) 2=Broad-Crested Rectangular Weir(Weir Controls 5.68 cfs @ 0.68 fps) Summary for Pond 2W: Wetland Area E ' Inflow Area = 23.552 ac, 51.05% Impervious, Inflow Depth > 3.54" for 25-Year event Inflow = 25.03 cfs @ 12.36 hrs, Volume= 6.950 of ' Outflow = 11.09 cfs @ 13.07 hrs, Volume= 6.332 af, Atten= 56%, Lag= 43.1 min Primary = 11.09 cfs @ 13.07 hrs, Volume= 6.332 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Peak Elev= 129.09' @ 13.07 hrs Surf.Area= 80,252 sf Storage=61,579 cf Plug-Flow detention time= 233.2 min calculated for 6.332 of(91% of inflow) Center-of-Mass det. time= 124.3 min ( 1,240.1 - 1,115.8 ) 1 Volume Invert Avail.Storage Storage Description #1 127.00' 230,600 cf Custom Stage Data (Prismatic)Listed below (Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 127.00 106 0 0 1 128.00 469 288 288 128.60 76,102 22,971 23,259 129.00 79,477 31,116 54,375 1 130.00 88,069 83,773 138,148 131.00 96,836 92,453 230,600 Device Routing Invert Outlet Devices ' #1 Primary 128.60' Custom Weir/Orifice, Cv= 2.62(C= 3.28) Head (feet) 0.00 0.40 1.40 2.40 3.40 4.40 5.40 Width (feet) 4.00 16.00 32.00 95.00 105.00 116.00 133.00 ' Primary OutFlow Max=11.06 cfs @ 13.07 hrs HW=129.09' (Free Discharge) t1=Custom Weir/Orifice (Weir Controls 11.06 cfs @ 2.01 fps) Summary for Pond 8Da: Detention Pond 8a ' Inflow Area= 3.441 ac, 24.63% Impervious, Inflow Depth = 3.33" for 25-Year event ' Inflow = 9.05 cfs @ 12.25 hrs, Volume= 0.956 of Outflow = 9.09 cfs @ 12.25 hrs, Volume= 0.946 af, Atten= 0%, Lag= 0.0 min Primary = 9.09 cfs @ 12.25 hrs, Volume= 0.946 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' 1 tProposed Condition-01 Type 11124-hr 25-Year Rainfall=5.50" Prepared by (enter your company name here) Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 73 Peak Elev= 152.29' @ 12.25 hrs Surf.Area= 650 sf Storage= 708 cf Plug-Flow detention time= 13.8 min calculated for 0.946 of(99% of inflow) Center-of-Mass det. time= 7.6 min ( 834.3-826.8 ) ' Volume Invert Avail.Storage Storage Description #1 150.00' 708 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 150.00 106 0 0 151.00 330 218 218 ' 152.00 650 490 708 _Device Routing Invert Outlet Devices #1 Primary 151.50' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) t Head (feet) 0.00 0.50 1.50 2.50 3.50 Width (feet) 0.00 6.61 12.69 18.64 24.92 ' Primary OutFlow Max=9.08 cfs @ 12.25 hrs HW=152.29' (Free Discharge) 't 1=Custom Weir/Orifice (Weir Controls 9.08 cfs @ 2.39 fps) Summary for Pond 8Db: Detention Pond 8b ' Inflow Area = 3.646 ac, 23.25% Impervious, Inflow Depth = 3.27" for 25-Year event Inflow = 9.38 cfs @ 12.25 hrs, Volume= 0.993 of Outflow 7.50 cfs @ 12.39 hrs, Volume= 0.915 af, Atten= 20%, Lag= 8.3 min Primary 7.50 cfs @ 12.39 hrs, Volume= 0.915 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Peak Elev= 154.03' @ 12.39 hrs Surf.Area=4,342 sf Storage= 8,837 cf Plug-Flow detention time= 78.7 min calculated for 0.915 of(92% of inflow) ' Center-of-Mass det. time= 38.1 min ( 872.2 - 834.1 ) Volume Invert Avail.Storage Storage Description #1 150.00' 14,261 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 150.00 325 0 0 151.00 870 598 598 152.00 2,222 1,546 2,144 153.00 3,326 2,774 4,918 ' 154.00 4,271 3,799 8,716 155.00 6,818 5,545 14,261 Device Routing Invert Outlet Devices ' #1 Primary 152.50' 18.0" Vert. Orifice/Grate C= 0.600 #2 Primary 155.25' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1 Proposed Condition-01 Type 111 24-hr 25-Year Rainfall=5.50" ' Prepared by {enter your company name here) Printed 10/20/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 74 ' Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=7.50 cfs @ 12.39 hrs HW=154.03' (Free Discharge) , -Orifice/Grate (Orifice Controls 7.50 cfs @ 4.25 fps) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 8F: Sediment Forebay 8 ' Inflow Area = 3.214 ac, 19.30% Impervious, Inflow Depth = 3.24" for 25-Year event Inflow = 8.48 cfs @ 12.26 hrs, Volume= 0.867 of Outflow = 8.53 cfs @ 12.25 hrs, Volume= 0.856 af, Atten= 0%, Lag= 0.0 min , Primary = 8.53 cfs @ 12.25 hrs, Volume= 0.856 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Peak Elev= 154.07' @ 12.25 hrs Surf.Area= 559 sf Storage= 574 cf Plug-Flow detention time= 11.7 min calculated for 0.856 of(99% of inflow) ' Center-of-Mass det. time= 4.2 min ( 836.2 -832.0 ) Volume Invert Avail.Storage Storage Description ' #1 152.00' 574 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 152.00 68 0 0 153.00 260 164 164 154.00 559 410 574 ' Device Routing Invert Outlet Devices #1 Primary 153.80' 21.9' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 t 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 ' #2 Primary 154.00' 23.1' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=8.51 cfs @ 12.25 hrs HW=154.07' (Free Discharge) ' t1=Broad-Crested Rectangular Weir(Weir Controls 7.44 cfs @ 1.26 fps) 2=Broad-Crested Rectangular Weir(Weir Controls 1.07 cfs @ 0.66 fps) t 1 t Proposed Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" Prepared by(enter your company name here) Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 75 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlP: Subcatchmentl RunoffArea=45.255 sf 23.41% Impervious Runoff Depth=3.88" ' Flow Length=312' Tc=8.4 min CN=81 Runoff=4.33 cfs 0.336 of Subcatchment2aP: Subcatchment2a Runoff Area=59.077 sf 0.00% Impervious Runoff Depth=3.18" Tc=0.0 min CN=74 Runoff--6.20 cfs 0.360 of ' Subcatchment2bP:Subcatchment2b Runoff Area=160.804 sf 75.48% Impervious Runoff Depth=5.07" Tc=5.0 min CN=92 Runoff--21.31 cfs 1.560 of ' Subcatchment2clo: Subcatchment2c Runoff Area=332.115 sf 81.18% Impervious Runoff Depth=5.30" Tc=5.0 min CN=94 Runoff--45.07 cfs 3.365 of ' Subcatchment2dP: Subcatchment2d Runoff Area=38.258 sf 0.00% Impervious Runoff Depth=3.38" Flow Length=213' Tc=18.4 min CN=76 Runoff=2.43 cfs 0.247 of Subcatchment3P: Subcatchment3 Runoff Area=281.378 sf 15.22% Impervious Runoff Depth=3.78" ' Flow Length=731' Tc--27.5 min CN=80 Runoff=16.84 cfs 2.035 of Subcatchment4P: Subcatchment4 Runoff Area=154,273 sf 58.32% Impervious Runoff Depth=4.74" Flow Length=217' Tc=22.2 min CN=89 Runoff=12.27 cfs 1.398 of tSubcatchment5P: Subcatchment5 Runoff Area=403.752 sf 38.00% Impervious Runoff Depth=4.09" Flow Length=1,761' Tc=22.2 min CN=83 Runoff--28.49 cfs 3.160 of ' Subcatchment6P: Subcatchment6 Runoff Area=245.683 sf 36.12% Impervious Runoff Depth=4.20" Flow Length=1,403' Tc=47.1 min CN=84 Runoff--12.44 cfs 1.972 of Subcatchment7P: Subcatchment7 Runoff Area=943.101 sf 32.78% Impervious Runoff Depth=3.99" Flow Length=1,525' Tc=32.2 min CN=82 Runoff=55.06 cfs 7.194 of Subcatchment8aP: Subcatchment8a Runoff Area=9,900 sf 100.00% Impervious Runoff Depth=5.76" Tc=5.0 min CN=98 Runoff=1.38 cfs 0.109 of Subcatchment8bP: Subcatchment8b Runoff Area=139.994 sf 19.30% Impervious Runoff Depth=3.68" Flow Length=554' Tc=18.6 min CN=79 Runoff=9.63 cfs 0.985 of Subcatchment8cP: Subcatchment8c Runoff Area=22.435 sf 0.00% Impervious Runoff Depth=3.28" Flow Length=399' Tc--13.3 min CN=75 Runoff=1.57 cfs 0.141 of tSubcatchment8dP:Subcatchment8c Runoff Area=8,920 sf 0.00% Impervious Runoff Depth=3.18" Flow Length=169' Tc=2.4 min CN=74 Runoff=0.87 cfs 0.054 of ' Subcatchment9P: Subcatchment9 RunoffArea=140.170 sf 50.18% Impervious Runoff Depth=4.52" Flow Length=591' Tc=14.9 min CN=87 Runoff=12.64 cfs 1.211 of ' Reach 1111a: Relocated Intermittent Stream Avg. Depth=0.40' Max Vel=5.78 fps Inflow=6.20 cfs 1.758 of n=0.050 L=43.9' S=0.2699'/' Capacity=749.24 cfs Outflow=6.13 cfs 1.758 of 1 Proposed Condition-01 Type 11124-hr 5O-Year Rainfall=6.00" ' Prepared by {enter your company name here} Printed 10/2012010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 76 ' Reach 1Rb: Relocated Intermittent Stream Avg. Depth=0.81' Max Vel=1.78 fps Inflow=6.13 cfs 1.758 of n=0.050 L=346.7' S=0.0085'/' Capacity=133.02 cfs Outflow=5.24 cfs 1.757 of Reach 1Rc: Relocated Intermittent Stream Avg. Depth=0.59' Max Vel=2.67 fps Inflow=5.24 cfs 1.757 of ' n=0.050 L=244.7' S=0.0300'/' Capacity=249.76 cfs Outflow=5.09 cfs 1.757 of Reach 1Rd: Relocated Intermittent Stream Avg. Depth=0.81' Max Vel=1.37 fps Inflow=5.09 cfs 1.757 of , n=0.050 L=537.0' 5=0.0051 '/' Capacity=102.82 cfs Outflow=4.06 cfs 1.756 of Reach 1Re: Relocated Intermittent Stream Avg. Depth=0.35' Max Ve1=5.68 fps Inflow=4.06 cfs 1.756 of ' n=0.050 L=23.8' S=0.2508'P Capacity=722.26 cfs Outflow=4.10 cfs 1.756 of Reach 1Rf: Intermittent Stream Avg. Depth=0.37' Max Vel=4.66 fps Inflow=4.10 cfs 1.756 of n=0.050 L=51.7' 5=0.2515'/' Capacity=1,365.34 cfs Outflow=4.06 cfs 1.756 of ' Reach 2R:Wetland Area E Outlet Avg. Depth=0.46' Max Vel=3.08 fps Inflow=15.61 cfs 7.255 of n=0.050 L=331.0' S=0.0539'P Capacity=6,334.34 cfs Outflow=15.60 cfs 7.252 of ' Reach 3R: 24"RCP Under Highland Ave. Avg. Depth=0.86' Max Vel=12.42 fps Inflow=16.09 cfs 7.588 of 24.0" Round Pipe n=0.013 L=70.0' S=0.0340'P Capacity=41.71 cfs Outflow=16.09 cfs 7.588 of Reach 4R: 24" RCP Highland Ave to Avg. Depth=2.00' Max Vel=8.03 fps Inflow=26.95 cfs 9.561 of ' 24.0" Round Pipe n=0.013 L=1,062.0' S=0.0096'P Capacity=22.13 cfs Outflow=23.80 cfs 9.558 of Reach PAI: Point of Analysis 1 Inflow=92.89 cfs 19.911 of ' Outflow=92.89 cfs 19.911 of Reach PA2: Point of Analysis 2 Inflow=9.31 cfs 1.191af ' Outflow=9.31 cfs 1.191 of Reach PA3: Point of Analysis 3 Inflow=12.64 cfs 1.211 of Outflow=12.64 cfs 1.211 of ' Pond 1W:Wetland Area D Peak EIev=175.31' Storage=50.600 cf Inflow=16.84 cfs 2.035 of Outflow=2.69 cfs 1.398 of ' Pond 2D: Detention Pond 2 Peak Elev=154.49' Storage=114.584 cf Inflow=66.19 cfs 4.869 of Outflow=14.88 cfs 4.475 of Pond 2F:Sediment Forebay 2 Peak EIev=150.09' Storage=3,150 cf Inflow=45.07 cfs 3.365 of , Outflow=45.04 cfs 3.310 of Pond 2W:Wetland Area E Peak EIev=129.18' Storage=68.788 cf Inflow=31.86 cfs 7.876 of ' Outflow=15.61 cfs 7.255 of Pond 8Da: Detention Pond 8a Peak Elev=152.33' Storage=708 cf Inflow=10.27 cfs 1.084 of ' Outflow=10.24 cfs 1.074 of Pond 8Db: Detention Pond 8b Peak Elev=154.21' Storage=9,647 cf Inflow=10.57 cfs 1.129 of Outflow=8.32 cfs 1.051 of ' Pond 8F: Sediment Forebay 8 Peak EIev=154.09' Storage=574 cf Inflow=9.63 cfs 0.985 of Outflow=9.72 cfs 0.975 of 1 Proposed Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 10/20/2010 tHydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 77 Total Runoff Area = 68.529 ac Runoff Volume= 24.129 of Average Runoff Depth =4.23" ' 60.04% Pervious =41.142 ac 39.96% Impervious= 27.386 ac 1 1 1 1 Proposed Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" 1 Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 78 1 Summary for Subcatchment 1 P: Subcatchment 1 Runoff = 4.33 cfs @ 12.12 hrs, Volume= 0.336 af, Depth= 3.88" 1 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-18.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" 1 Area (so CN Description 16,308 77 Woods, Poor, HSG C 10,594 98 Paved parking & roofs 1 3,381 77 Brush, Poor, HSG C 14,972 74 >75% Grass cover, Good, HSG C 45,255 81 Weighted Average 1 34,661 76.59% Pervious Area 10,594 23.41% Impervious Area Tc Length Slope Velocity Capacity Description 1 (min) (feet) (fVft) (ft/sec) (cfs) 1.5 6 0.0200 0.07 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.10" 1 6.2 94 0.4100 0.25 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.2 29 0.3100 2.78 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 1 0.4 101 0.0528 4.66 Shallow Concentrated Flow, Shallow Conc -Paved Paved Kv= 20.3 fps 0.1 82 0.0730 19.46 61.12 Pipe Channel, 15" HDPE 1 24.0" Round Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.013 Corrugated PE, smooth interior 8.4 312 Total Summary for Subcatchment 2aP: Subcatchment 2a 1 Runoff = 6.20 cfs @ 12.00 hrs, Volume= 0.360 af, Depth= 3.18" 1 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" Area ( � CN Description ption 1 6,964 77 Woods, Poor, HSG C 418 77 Brush, Poor, HSG C 1 51,695 74 >75% Grass cover, Good, HSG C 59,077 74 Weighted Average 59,077 100.00% Pervious Area 1 1 i 1 1 Proposed Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 79 Summary for Subcatchment 2bP: Subcatchment 2b ' Runoff = 21.31 cfs @ 12.07 hrs, Volume= 1.560 af, Depth= 5.07' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 50-Year Rainfall=6.00" Area (sf) CN Description 121,380 98 Paved parking & roofs ' 39,424 74 >75% Grass cover, Good, HSG C 160,804 92 Weighted Average 39,424 24.52% Pervious Area 121,380 75.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 2cP: Subcatchment 2c ' Runoff = 45.07 cfs @ 12.07 hrs, Volume= 3.365 af, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" Area (sf) CN Description t 269,608 98 Paved parking & roofs 34,355 74 >75% Grass cover, Good, HSG C 7,365 89 Gravel roads, HSG C ' 20,787 77 Woods, Poor, HSG C 332,115 94 Weighted Average 62,507 18.82% Pervious Area 269,608 81.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 5.0 Direct Entry, Direct Entry Summary for Subcatchment UP: Subcatchment 2d ' Runoff = 2.43 cfs @ 12.25 hrs, Volume= 0.247 af, Depth= 3.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 50-Year Rainfall=6.00" 1 Proposed Condition-01 Type 11124-hr 50-Year Rainfall=6.00" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 80 ' Area (so CN Description 27,083 77 Woods, Poor, HSG C 462 77 Brush, Poor, HSG C ' 10,713 74 >75% Grass cover, Good HSG C 38,258 76 Weighted Average 38,258 100.00% Pervious Area t Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 29 0.6550 0.24 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 14.5 71 0.0280 0.08 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" ' 1.9. 113 0.0389 0.99 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 18.4 213 Total Summary for Subcatchment 3P: Subcatchment 3 Runoff = 16.84 cfs @ 12.38 hrs, Volume= 2.035 af, Depth= 3.78" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" Area (sf) CN Description ' 238,560 77 Woods, Poor, HSG C 42,818 98 Water Surface, HSG C ' 281,378 80 Weighted Average 238,560 84.78% Pervious Area 42,818 15.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 100 0.0900 0.14 Sheet Flow, Sheet ' Woods: Light underbrush n= 0.400 P2= 3.10" 1.6 282 0.0400 3.00 Shallow Concentrated Flow, Shallow Conc Grassed Waterway Kv= 15.0 fps 13.9 349 0.0070 0.42 Shallow Concentrated Flow,Vernal Pool , Woodland Kv= 5.0 fps 27.5 731 Total Summary for Subcatchment 4P: Subcatchment 4 ' Runoff = 12.27 cfs @ 12.30 hrs, Volume= 1.398 af, Depth= 4.74" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" 1 tProposed Condition-01 Type /// 24-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 81 Area (sfl CN Description 30,775 83 1/4 acre lots, 38% imp, HSG C 45,227 77 Woods, Poor, HSG C 78,271 98 Water Surface, HSG C 154,273 89 Weighted Average ' 64,308 41.68% Pervious Area 89,966 58.32% Impervious Area Tc Length Slope Velocity Capacity Description t (min) (feet) (ft/ft) (fUsec) (cfs) 2.3 33 0.2121 0.24 Sheet Flow, Sheet-Grass Grass: Dense n= 0.240 P2= 3.10" ' 17.8 67 0.0149 0.06 Sheet Flow,Sheet Woods Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 117 0.0340 0.92 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 22.2 217 Total Summary for Subcatchment 5P: Subcatchment 5 ' Runoff = 28.49 cfs @ 12.31 hrs, Volume= 3.160 af, Depth= 4.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 50-Year Rainfall=6.00" Area (sfl CN Description ' 403,752 83 1/4 acre lots, 38% imp, HSG C 250,326 62.00% Pervious Area 153,426 38.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 14.6 100 0.0550 0.11 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 4.1 326 0.0706 1.33 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 0.6 140 0.0326 3.67 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 2.7 1,123 0.0240 7.03 5.52 Pipe Channel, 18" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' ' n= 0.013 Concrete pipe, bends &connections 0.2 72 0.0117 7.79 24.47 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Concrete pipe bends& connections ' 22.2 1,761 Total 1 Proposed Condition-01 Type /// 24-hr 50-Year Rainfall=6.00" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 82 ' Summary for Subcatchment 6P: Subcatchment 6 Runoff = 12.44 cfs @ 12.62 hrs, Volume= 1.972 af, Depth= 4.20" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" , Area (so CN Description 59,165 83 1/4 acre lots, 38% imp, HSG C 108,567 77 Woods, Poor, HSG C ' 77,951 94 Urban commercial, 85% imp, HSG C 245,683 84 Weighted Average 156,942 63.88% Pervious Area ' 88,741 36.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (fUsec) (cfs) ' 21.8 100 0.0200 0.08 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 23.0 723 0.0110 0.52 Shallow Concentrated Flow, Shallow Conc , Woodland Kv= 5.0 fps 2.3 571 0.0400 4.06 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 0.0 9 0.1367 16.77 13.17 Pipe Channel, 12" RCP ' 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.013 Concrete pipe, bends&connections 47.1 1,403 Total ' Summary for Subcatchment 7P: Subcatchment 7 Runoff = 55.06 cfs @ 12.42 hrs, Volume= 7.194 af, Depth= 3.99" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" , Area (so CN Description 813,598 83 1/4 acre lots, 38% imp, HSG C 129,503 77 Woods, Poor, HSG C ' 943,101 82 Weighted Average 633,934 67.22% Pervious Area 309,167 32.78% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 11.5 100 0.1000 0.15 Sheet Flow, Sheet ' Woods: Light underbrush n= 0.400 P2= 3.10" 20.6 1,385 0.0500 1.12 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 0.1 40 0.0100 7.20 22.62 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim=6.3' r= 0.50' n= 0.013 32.2 1,525 Total ' Proposed Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD119.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 83 Summary for Subcatchment 8aP: Subcatchment 8a Runoff = 1.38 cfs @ 12.07 hrs, Volume= 0.109 af, Depth= 5.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 50-Year Rainfall=6.00" Area (sf) CN Description 9,900 98 Paved parking & roofs ' 9,900 100.00% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (fUsec) (cfs) 5.0 Direct Entry, Direct Summary for Subcatchment 8bP: Subcatchment 8b Runoff 9.63 cfs @ 12.25 hrs, Volume= 0.985 af, Depth= 3.68" 1 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" Area (sq CN Description ' 88,872 74 >75% Grass cover, Good, HSG C 27,017 98 Paved parking & roofs 7,871 77 Brush, Poor, HSG C ' 1,109 87 Dirt roads, HSG C 15,125 77 Woods, Poor HSG C 139,994 79 Weighted Average ' 112,977 80.70% Pervious Area 27,017 19.30% Impervious Area Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 20 0.0500 0.08 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" ' 1.2 25 0.2400 0.34 Sheet Flow, Sheet Grass: Short n= 0.150 P2= 3.10" 5.5 55 0.0270 0.17 Sheet Flow, Sheet Grass: Short n= 0.150 P2= 3.10" ' 7.6 433 0.0185 0.95 Shallow Concentrated Flow, Shallow Conc Short Grass Pasture Kv= 7.0 fps 0.1 21 0.7143 5.92 Shallow Concentrated Flow, Shallow Conc Short Grass Pasture Kv= 7.0 fps ' 18.6 554 Total t f Proposed Condition-01 Type 11124-hr 50-Year Rainfall=6.00" , Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 84 ' Summary for Subcatchment 8cP: Subcatchment 8c Runoff = 1.57 cfs @ 12.19 hrs, Volume= 0.141 af, Depth= 3.28" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" ' Area (sf) CN Description 17,859 74 >75% Grass cover, Good, HSG C 4,576 77 Woods, Poor, HSG C ' 22,435 75 Weighted Average 22,435 100.00% Pervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (fUft) (fUsec) (cfs) 10.7 100 0.1200 0.16 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 2.6 299 0.1438 1.90 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 13.3 399 Total ' Summary for Subcatchment UP: Subcatchment 8c Runoff = 0.87 cfs @ 12.04 hrs, Volume= 0.054 af, Depth= 3.18" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" , Area (sf) CN Description 8,920 74 >75% Grass cover, Good, HSG C 8,920 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 2.2 100 0.0950 0.75 Sheet Flow, Sheet Fallow n= 0.050 P2= 3.10" 0.2 69 0.1014 5.13 Shallow Concentrated Flow, Shallow Conc t Unpaved Kv= 16.1 fps 2.4 169 Total Summary for Subcatchment 9P: Subcatchment 9 ' Runoff = 12.64 cfs @ 12.20 hrs, Volume= 1.211 af, Depth= 4.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 50-Year Rainfall=6.00" 1 ' Proposed Condition-01 Type 11124-hr 50-Year Rainfall=6.00" Prepared by (enter your company name here) Printed 10/20/2010 HydroCADO 9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 85 Area (sf) CN Description * 35,068 77 Woods, Poor, HSG C ' 70,332 98 Paved parking & roofs 1,566 77 Brush, Poor, HSG C 33,204 74 >75% Grass cover, Good, HSG C ' 140,170 87 Weighted Average 69,838 49.82% Pervious Area 70,332 50.18% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 14 0.4300 0.18 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 5.3 66 0.3000 0.21 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 5 1.0000 0.20 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 5.3 76 0.4000 0.24 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 1.0 13 0.7800 0.22 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.6 119 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 1.0 298 0.0127 5.11 4.02 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 14.9 591 Total ' Summary for Reach 1 Ra: Relocated Intermittent Stream Inflow Area = 7.816 ac, 12.58% Impervious, Inflow Depth > 2.70" for 50-Year event t Inflow 6.20 cfs @ 12.00 hrs, Volume= 1.758 of Outflow 6.13 cfs @ 12.00 hrs, Volume= 1.758 af, Atten= 1%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.78 fps, Min. Travel Time= 0.1 min Avg. Velocity =2.50 fps, Avg. Travel Time= 0.3 min Peak Storage= 47 cf @ 12.00 hrs, Average Depth at Peak Storage= 0.40' Bank-Full Depth= 3.67', Capacity at Bank-Full= 749.24 cfs Custom cross-section, Length=43.9' Slope= 0.26997' (102 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 174.80', Outlet Invert= 162.95' 1 1 Proposed Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" ' Prepared by (enter your company name here) Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 86 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 -5.50 17 .80 1.67 5 6 ' -5.00 176.30 2.17 -2.00 176.30 2.17 ' -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 ' 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 9.00 178.47 0.00 ' Depth End Area Perim. Storage Discharge (feet) (sq-ft) jfeet) (cubic-feet) (cfs) ' 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 34 3.75 1.00 3.9 6.1 172 44.96 1.50 6.7 10.3 293 79.46 ' 2.00 11.2 11.6 492 169.68 3.67 35.4 22.1 1,555 749.24 Summary for Reach 1 Rb: Relocated Intermittent Stream ' Inflow Area = 7.816 ac, 12.58% Impervious, Inflow Depth > 2.70" for 50-Year event ' Inflow = 6.13 cfs @ 12.00 hrs, Volume= 1.758 of Outflow = 5.24 cfs @ 12.09 hrs, Volume= 1.757 af, Atten= 15%, Lag= 5.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 1.78 fps, Min. Travel Time= 3.3 min Avg. Velocity= 0.68 fps, Avg. Travel Time= 8.5 min Peak Storage= 1,025 cf @ 12.04 hrs, Average Depth at Peak Storage= 0.81' ' Bank-Full Depth= 3.67', Capacity at Bank-Full= 133.02 cfs Custom cross-section, Length= 346.7' Slope= 0.0085 '/' (102 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 162.95', Outlet Invert= 160.00' t ' Proposed Condition-01 Type /// 24-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 87 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -10.50 178.47 0.00 -5.50 176.80 1.67 -5.00 176.30 2.17 ' -2.00 176.30 2.17 -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 ' 3.00 175.13 3.34 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 ' 9.00 178.47 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 270 0.67 1.00 3.9 6.1 1,360 7.98 1.50 6.7 10.3 2,311 14.11 2.00 11.2 11.6 3,888 30.13 3.67 35.4 22.1 12,284 133.02 ' Summary for Reach 1 Rc: Relocated Intermittent Stream ' Inflow Area= 7.816 ac, 12.589/6 Impervious, Inflow Depth > 2.70" for 50-Year event Inflow 5.24 cfs @ 12.09 hrs, Volume= 1.757 of Outflow 5.09 cfs @ 12.13 hrs, Volume= 1.757 af, Atten= 3%, Lag=2.6 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 2.67 fps, Min. Travel Time= 1.5 min Avg. Velocity = 1.07 fps, Avg. Travel Time= 3.8 min ' Peak Storage= 468 cf @ 12.11 hrs, Average Depth at Peak Storage= 0.59' Bank-Full Depth= 3.67', Capacity at Bank-Full= 249.76 cfs ' Custom cross-section, Length= 244.7' Slope= 0.03007 (102 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 160.00', Outlet Invert= 152.66' 1 Proposed Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" ' Prepared by{enter your company name here} Printed 10/20/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 88 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 ' -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 ' -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 , 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 9.00 178.47 0.00 ' Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) ' 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 191 1.25 1.00 3.9 6.1 960 14.99 1.50 6.7 10.3 1,631 26.49 ' 2.00 11.2 11.6 2,744 56.56 3.67 35.4 22.1 8,1670 249.76 Summary for Reach 1 Rd: Relocated Intermittent Stream Inflow Area = 7.816 ac, 12.58% Impervious, Inflow Depth > 2.70" for 50-Year event ' Inflow = 5.09 cfs @ 12.13 hrs, Volume= 1.757 of Outflow = 4.06 cfs @ 12.30 hrs, Volume= 1.756 af, Atten= 20%, Lag= 10.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 1.37 fps, Min. Travel Time=6.5 min Avg. Velocity= 0.57 fps, Avg. Travel Time= 15.7 min Peak Storage= 1,589 cf @ 12.20 hrs, Average Depth at Peak Storage= 0.81' ' Bank-Full Depth= 3.67', Capacity at Bank-Full= 102.82 cfs Custom cross-section, Length= 537.0' Slope= 0.0051 T (102 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 152.70', Outlet Invert= 149.97' t ' Proposed Condition-01 Type 11124-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 89 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -10.50 178.47 0.00 -5.50 176.80 1.67 -5.00 176.30 2.17 ' -2.00 176.30 2.17 -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 ' 3.00 175.13 3.34 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 ' 9.00 178.47 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 418 0.51 1.00 3.9 6.1 2,107 6.17 1.50 6.7 10.3 3,579 10.91 2.00 11.2 11.6 6,022 23.29 3.67 35.4 22.1 19,026 102.82 ' Summary for Reach 1 Re: Relocated Intermittent Stream ' Inflow Area = 7.816 ac, 12.58% Impervious, Inflow Depth > 2.70" for 50-Year event Inflow 4.06 cfs @ 12.30 hrs, Volume= 1.756 of Outflow 4.10 cfs @ 12.31 hrs, Volume= 1.756 af, Atten= 0%, Lag= 0.3 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.68 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.44 fps, Avg. Travel Time= 0.2 min ' Peak Storage= 20 cf @ 12.29 hrs, Average Depth at Peak Storage= 0.35' Bank-Full Depth= 3.67', Capacity at Bank-Full= 722.26 cfs I ' Custom cross-section, Length=23.8' Slope= 0.25087' (102 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 149.97', Outlet Invert= 144.00' Proposed Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD0 9.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 90 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 ' -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 , -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 , 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 9.00 178.47 0.00 ' Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) ' 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 19 3.61 1.00 3.9 6.1 93 43.34 1.50 6.7 10.3 159 76.60 ' 2.00 11.2 11.6 267 163.57 3.67 35.4 22.1 843 722.26 Summary for Reach 1 Rf: Intermittent Stream ' Inflow Area= 7.816 ac, 12.58% Impervious, Inflow Depth > 2.70" for 50-Year event ' Inflow = 4.10 cfs @ 12.31 hrs, Volume= 1.756 of Outflow = 4.06 cfs @ 12.32 hrs, Volume= 1.756 af, Atten= 1%, Lag= 0.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 4.66 fps, Min. Travel Time= 0.2 min Avg. Velocity= 2.36 fps, Avg. Travel Time= 0.4 min Peak Storage=45 cf @ 12.30 hrs, Average Depth at Peak Storage= 0.37' ' Bank-Full Depth= 3.20', Capacity at Bank-Full= 1,365.34 cfs Custom cross-section, Length= 51.7' Slope= 0.25157' (103 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 144.00', Outlet Invert= 131.00' ' Proposed Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" Prepared by (enter your company name here) Printed 10/20/2010 HydroCAD®9.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 91 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -18.82 3.20 0.00 -13.54 2.20 1.00 -8.63 1.20 2.00 ' -1.17 0.20 3.00 0.00 0.00 3.20 1.17 0.20 3.00 8.63 1.20 2.00 ' 13.54 2.20 1.00 18.82 3.20 0.00 Depth End Area Perim, Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 0.0 0 0.00 0.20 0.2 2.4 12 0.74 1.20 10.0 17.4 519 103.49 2.20 32.2 27.4 1,665 533.88 3.20 64.6 38.2 3,338 1,365.34 Summary for Reach 2R: Wetland Area E Outlet Inflow Area = 23.552 ac, 51.05% Impervious, Inflow Depth > 3.70" for 50-Year event ' Inflow 15.61 cfs @ 12.89 hrs, Volume= 7.255 of Outflow 15.60 cfs @ 12.94 hrs, Volume= 7.252 af, Atten= 0%, Lag= 3.1 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 3.08 fps, Min. Travel Time= 1.8 min Avg. Velocity= 1.61 fps, Avg. Travel Time= 3.4 min ' Peak Storage= 1,678 cf @ 12.91 hrs, Average Depth at Peak Storage= 0.46' Bank-Full Depth= 5.40', Capacity at Bank-Full= 6,334.34 cfs Custom cross-section, Length= 331.0' Slope= 0.05397' (103 Elevation Intervals) i ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 128.60', Outlet Invert= 110.77' i t I , Proposed Condition-01 Type /// 24-hr 50-Year Rainfall=6.00" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 92 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -67.70 134.00 0.00 ' -58.00 133.00 1.00 -52.50 132.00 2.00 -47.50 131.00 3.00 ' -16.00 130.00 4.00 -8.00 129.00 5.00 -2.00 128.60 5.40 2.00 128.60 5.40 ' 8.00 129.00 5.00 16.00 130.00 4.00 47.50 131.00 3.00 52.50 132.00 2.00 , 58.00 133.00 1.00 67.50 134.00 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 4.0 0 0.00 0.40 4.0 16.0 1,324 10.94 ' 1.40 28.0 32.2 9,269 175.53 2.40 91.5 95.2 30,287 614.76 3.40 191.5 105.4 63,387 1,967.07 ' 4.40 302.0 116.6 99,962 3,929.64 5.40 427.6 135.9 141,536 6,334.34 Summary for Reach 3R: 24" RCP Under Highland Ave. t Inflow Area = 24.590 ac, 49.89% Impervious, Inflow Depth > 3.70" for 50-Year event Inflow = 16.09 cfs @ 12.93 hrs, Volume= 7.588 of , Outflow = 16.09 cfs @ 12.93 hrs, Volume= 7.588 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 12.42 fps, Min. Travel Time= 0.1 min , Avg. Velocity = 5.93 fps, Avg. Travel Time= 0.2 min Peak Storage= 91 cf @ 12.93 hrs, Average Depth at Peak Storage= 0.86' ' Bank-Full Depth= 2.00', Capacity at Bank-Full= 41.71 cfs 24.0" Round Pipe n= 0.013 Concrete pipe, bends &connections ' Length= 70.0' Slope= 0.0340T Inlet Invert= 105.77', Outlet Invert= 103.39' ' Proposed Condition-01 Type ///24-hr 50-Year Rainfall=6.00" Prepared by{enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 93 Summary for Reach 4R: 24" RCP Highland Ave to Coolidge ' Inflow Area = 30.231 ac, 47.32% Impervious, Inflow Depth > 3.80" for 50-Year event Inflow 26.95 cfs @ 12.77 hrs, Volume= 9.561 of Outflow = 23.80 cfs @ 12.68 hrs, Volume= 9.558 af, Atten= 12%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 8.03 fps, Min. Travel Time=2.2 min Avg. Velocity = 3.94 fps, Avg. Travel Time=4.5 min ' Peak Storage= 3,336 cf @ 12.66 hrs, Average Depth at Peak Storage= 2.00' Bank-Full Depth= 2.00', Capacity at Bank-Full= 22.13 cfs ' 24.0" Round Pipe n= 0.013 Concrete pipe, bends& connections Length= 1,062.0' Slope= 0.0096 '/' ' Inlet Invert= 103.29', Outlet Invert= 93.13' } Summary for Reach PA1: Point of Analysis 1 ' Inflow Area= 61.150 ac, 40.76% Impervious, Inflow Depth > 3.91" for 50-Year event Inflow 92.89 cfs @ 12.42 hrs, Volume= 19.911 of Outflow = 92.89 cfs @ 12.42 hrs, Volume= 19.911 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Reach PA2: Point of Analysis 2 Inflow Area= 4.161 ac, 20.37% Impervious, Inflow Depth = 3.44" for 50-Year event Inflow = 9.31 cfs @ 12.36 hrs, Volume= 1.191 of Outflow = 9.31 cfs @ 12.36 hrs, Volume= 1.191 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Reach PAI Point of Analysis 3 Inflow Area = 3.218 ac, 50.18% Impervious, Inflow Depth = 4.52" for 50-Year event ' Inflow _ 12.64 cfs @ 12.20 hrs, Volume= 1.211 of Outflow 12.64 cfs @ 12.20 hrs, Volume= 1.211 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 1 Proposed Condition-01 Type /Il 24-hr 50-Year Rainfall=6.00" , Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 94 Summary for Pond 1W: Wetland Area D , Inflow Area= 6.460 ac, 15.22% Impervious, Inflow Depth = 3.78" for 50-Year event ' Inflow = 16.84 cfs @ 12.38 hrs, Volume= 2.035 of Outflow = 2.69 cfs @ 13.44 hrs, Volume= 1.398 af, Atten= 84%, Lag=63.9 min Primary = 2.69 cfs @ 13.44 hrs, Volume= 1.398 of , Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 175.31'@ 13.44 hrs Surr.Area=49,829 sf Storage= 50,800 cf Plug-Flow detention time= 364.8 min calculated for 1.398 of(69%of inflow) , Center-of-Mass det. time= 268.7 min ( 1,102.8 -834.1 ) Volume Invert Avail.Storage Storage Description , #1 174.20' 160,521 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (s -ft) (cubic-feet) (cubic-feet) 174.20 42,818 0 0 175.00 46,511 35,732 35,732 ' 176.00 57,259 51,885 87,617 177.00 88,549 72,904 160,521 Device Routing Invert Outlet Devices ' #1 Primary 174.80' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.20 1.20 2.20 Width (feet) 1.00 2.50 5.50 13.50 ' Primary OutFlow Max=2.69 cfs @ 13.44 hrs HW=175.31' (Free Discharge) t-'1=Custom Weir/Orifice (Weir Controls 2.69 cfs @ 2.13 fps) Summary for Pond 2D: Detention Pond 2 , Inflow Area = 11.316 ac, 79.32% Impervious, Inflow Depth = 5.16" for 50-Year event ' Inflow = 66.19 cfs @ 12.08 hrs, Volume= 4.869 of Outflow = 14.88 cfs @ 12.46 hrs, Volume= 4.475 af, Atten= 78%, Lag=23.1 min Primary = 14.88 cfs @ 12.46 hrs, Volume= 4.475 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 154.49' @ 12.46 hrs Surf.Area= 28,167 sf Storage= 114,584 cf Plug-Flow detention time= 462.8 min calculated for 4.475 of(92% of inflow) ' Center-of-Mass det. time= 421.0 min ( 1,197.6 -776.5 ) Volume Invert Avail.Storage Storage Description ' #1 148.00' 153,044 cf Custom Stage Data (Prismatic)Listed below(Recalc) ' Proposed Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" Prepared by (enter your company name here) Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 95 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 148.00 7,866 0 0 149.00 9,989 8,928 8,928 150.00 12,444 11,217 20,144 ' 151.00 17,519 14,982 35,126 152.00 20,428 18,974 54,099 153.00 23,468 21,948 76,047 154.00 26,590 25,029 101,076 ' 155.00 29,786 28,188 129,264 155.75 33,628 23,780 153,044 Device Routing Invert Outlet Devices ' #1 Primary 149.60' 5.0"Vert. Orifice/Grate C= 0.600 #2 Primary 152.70' 8.0"Vert. Orifice/Grate C= 0.600 #3 Primary 153.55' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) ' Primary OutFlow Max=14.87 cfs @ 12.46 hrs HW=154.49' (Free Discharge) Orifice/Grate (Orifice Controls 1.42 cfs @ 10.42 fps) =Orifice/Grate (Orifice Controls 2.03 cfs @ 5.82 fps) P'2,� =Sharp-Crested Rectangular Weir(Weir Controls 11.42 cfs @ 3.18 fps) Summary for Pond 2F: Sediment Forebay 2 Inflow Area = 7.624 ac, 81.18% Impervious, Inflow Depth = 5.30" for 50-Year event Inflow = 45.07 cfs @ 12.07 hrs, Volume= 3.365 of Outflow = 45.04 cfs @ 12.08 hrs, Volume= 3.31Oaf, Atten= 0%, Lag= 0.6 min Primary = 45.04 cfs @ 12.08 hrs, Volume= 3.310 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Peak Elev= 150.09' @ 12.08 hrs Surf.Area= 2,190 sf Storage= 3,150 cf Plug-Flow detention time= 19.5 min calculated for 3.310 of(98% of inflow) Center-of-Mass det. time= 9.1 min ( 776.6-767.6 ) ' Volume Invert Avail.Storage Storage Description #1 148.00' 3,150 cf Custom Stage Data (Prismatic)Listed below (Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 148.00 1,026 0 0 149.00 1,496 1,261 1,261 149.65 2,040 1,149 2,410 150.00 2,190 740 3,150 ' Device Routing Invert Outlet Devices #1 Primary 149.65' 50.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 ' 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 ' #2 Primary 150.00' 104.0' long x 4.0' breadth Broad-Crested Rectangular Weir 1 Proposed Condition-01 Type 11124-hr 50-Year Rainfall=6.00" , Prepared by (enter your company name here) Printed 10/20/2010 HydroGAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 96 ' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 ' 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=45.00 cfs @ 12.08 hrs HW=150.09' (Free Discharge) 1=Broad-Crested Rectangular Weir(Weir Controls 37.82 cfs @ 1.70 fps) 1 - 2-Broad-Crested Rectangular Weir(Weir Controls 7.19 cfs @ 0.73 fps) Summary for Pond 2W: Wetland Area E ' Inflow Area = 23.552 ac, 51.05% Impervious, Inflow Depth > 4.01" for 50-Year event Inflow = 31.86 cfs @ 12.33 hrs, Volume= 7.876 of ' Outflow = 15.61 cfs @ 12.89 hrs, Volume= 7.255 af, Atten= 51%, Lag= 33.5 min Primary = 15.61 cfs @ 12.89 hrs, Volume= 7.255 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Peak Elev= 129.18' @ 12.89 hrs Surf.Area= 81,020 sf Storage=68,788 cf Plug-Flow detention time= 210.5 min calculated for 7.253 of(92%of inflow) Center-of-Mass det. time= 111.7 min ( 1,200.2 - 1,088.6 ) , Volume Invert Avail.Storage Storage Description #1 127.00' 230,600 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation SUrf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 127.00 106 0 0 ' 128.00 469 288 288 128.60 76,102 22,971 23,259 129.00 79,477 31,116 54,375 ' 130.00 88,069 83,773 138,148 131.00 96,836 92,453 230,600 Device Routing Invert Outlet Devices , #1 Primary 128.60' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.40 1.40 2.40 3.40 4.40 5.40 Width (feet) 4.00 16.00 32.00 95.00 105.00 116.00 133.00 ' Primary OutFlow Max=15.58 cfs @ 12.89 hrs HW=129.18' (Free Discharge) t1=Custom Weir/Orifice (Weir Controls 15.58 cfs @ 2.18 fps) Summary for Pond 8Da: Detention Pond 8a Inflow Area = 3.441 ac, 24.63% Impervious, Inflow Depth = 3.78" for 50-Year event ' Inflow = 10.27 cfs @ 12.26 hrs, Volume= 1.084 of Outflow = 10.24 cfs @ 12.26 hrs, Volume= 1.074 af, Atten= 0%, Lag= 0.0 min Primary = 10.24 cfs @ 12.26 hrs, Volume= 1.074 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' ' Proposed Condition-01 Type /II 24-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 97 Peak Elev= 152.33' @ 12.26 hrs Surf.Area= 650 sf Storage= 708 cf ' Plug-Flow detention time= 12.5 min calculated for 1.074 of(99% of inflow) Center-of-Mass det. time= 7.0 min ( 830.4 -823.4 ) ' Volume Invert Avail.Storage Storage Description #1 150.00' 708 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 150.00 106 0 0 151.00 330 218 218 ' 152.00 650 490 708 Device Routing Invert Outlet Devices #1 Primary 151.50' Custom Weir/Orifice, Cv= 2.62 (C=3.28) ' Head (feet) 0.00 0.50 1.50 2.50 3.50 Width (feet) 0.00 6.61 12.69 18.64 24.92 Primary OutF low Max=10.23 cfs @ 12.26 hrs HW=152.33' (Free Discharge) i ' 't 7=Custom Weir/Orifice (Weir Controls 10.23 cfs @ 2.47 fps) Summary for Pond 8Db: Detention Pond 8b ' Inflow Area = 3.646 ac, 23.25% Impervious, Inflow Depth = 3.71" for 50-Year event Inflow = 10.57 cfs @ 12.24 hrs, Volume= 1.129 of ' Outflow _ 8.32 cfs @ 12.40 hrs, Volume= 1.051 af, Atten= 21%, Lag= 9.3 min Primary 8.32 cfs @ 12.40 hrs, Volume= 1.051 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Peak Elev= 154.21' @ 12.40 hrs Surf.Area= 4,794 sf Storage= 9,647 cf Plug-Flow detention time= 72.5 min calculated for 1.050 of(93% of inflow) Center-of-Mass det. time= 36.2 min ( 866.3-830.1 ) ' Volume Invert Avail.Storage Storage Description #1 150.00' 14,261 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 150.00 325 0 0 151.00 870 598 598 152.00 2,222 1,546 2,144 153.00 3,326 2,774 4,918 ' 154.00 4,271 3,799 8,716 155.00 6,818 5,545 14,261 Device Routing Invert Outlet Devices ' #1 Primary 152.50' 18.0" Vert. Orifice/Grate C= 0.600 #2 Primary 155.25' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1 Proposed Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 98 ' Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=8.32 cfs @ 12.40 hrs HW=154.21' (Free Discharge) ' LOrifice/Grate (Orifice Controls 8.32 cfs @ 4.71 fps) =Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 8F: Sediment Forebay 8 ' Inflow Area = 3.214 ac, 19.30% Impervious, Inflow Depth = 3.68" for 50-Year event Inflow = 9.63 cfs @ 12.25 hrs, Volume= 0.985 of ' Outflow = 9.72 cfs @ 12.26 hrs, Volume= 0.975 af, Atten= 0%, Lag= 0.3 min Primary = 9.72 cfs @ 12.26 hrs, Volume= 0.975 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Peak Elev= 154.09' @ 12.26 hrs Surf.Area= 559 sf Storage= 574 cf Plug-Flow detention time= 10.5 min calculated for 0.975 of(99% of inflow) ' Center-of-Mass det. time= 3.9 min ( 832.3-828.3 ) Volume Invert Invert Avail.Storage Storage Description Storage Description #1 152.00' 574 cf Custom Stage Data (Prismatic)Listed below (Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 152.00 68 0 0 153.00 260 164 164 154.00 559 410 574 DeviceRouting Invert Outlet Devices Devices #1 Primary 153.80' 21.9' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 ' Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #2 Primary 154.00' 23.1' long x 10.0' breadth Broad-Crested Rectangular Weir , Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=9.70 cfs @ 12.26 hrs HW=154.09' (Free Discharge) LBroad-Crested Rectangular Weir(Weir Controls 8.21 cfs @ 1.30 fps) 2=Broad-Crested Rectangular Weir(Weir Controls 1.49 cfs @ 0.74 fps) Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 10120/2010 1 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 99 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlP: Subcatchmentl RunoffArea=45.255 sf 23.41% Impervious Runoff Depth=4.43" Flow Length=312' Tc=8.4 min CN=81 Runoff=4.93 cfs 0.384 of Subcatchment2aP:Subcatchment2a Runoff Area=59.077 sf 0.00% Impervious Runoff Depth=3.70" Tc=0.0 min CN=74 Runoff--7.20 ofs 0.418 of ' Subcatchment2bP: Subcatchment2b Runoff Area=160.804 sf 75.48% Impervious Runoff Depth=5.66" Tc=5.0 min CN=92 Runoff--23.65 cfs 1.741 of ' Subcatchment2cP: Subcatchmeitt2c Runoff Area=332.115 sf 81.18% Impervious Runoff Depth=5.89" Tc=5.0 min CN=94 Runoff--49.84 cfs 3.743 of ' Subcatchment2dP: Subcatchment2d Runoff Area=38.258 sf 0.00% Impervious Runoff Dept1=3.90" Flow Length=213' Tc=18.4 min CN=76 Runoff=2.81 cfs 0.286 of Subcatchment3P: Subcatchment3 Runoff Area=281.378 sf 15.22% Impervious Runoff Depth=4.33" ' Flow Length=731' To--27.5 min CN=80 Runoff=19.22 cfs 2.329 of Subcatchment4P: Subcatchment4 Runoff Area=154.273 sf 58.32% Impervious Runoff Depth=5.32" Flow Length=217' Tc=22.2 min CN=89 Runoff--13.70 cfs 1.570 of ' SubcatchmentSP: Subcatchment5 Runoff Area=403.752 sf 38.00% Impervious Runoff Depth=4.65" Flow Length=1,761' Tc=22.2 min CN=83 Runoff-32.25 cfs 3.593 of Subcatchment6P: Subcatchment6 Runoff Area=245.683 sf 36.12% Impervious Runoff Depth=4.76" Flow Length=1,403' Tc=47.1 min CN=84 Runoff--14.07 cfs 2.238 of ' Subcatchment7P: Subcatchment7 Runoff Area=943.101 sf 32.78% Impervious Runoff Depth=4.54" Flow Length=1,525' Tc=32.2 min CN=82 Runoff--62.54 cfs 8.196 of Subcatchment8aP: Subcatchment8a RunoffArea=9,900 sf 100.00% Impervious Runoff Depth=6.36" Tc=5.0 min CN=98 Runoff--1.52 cfs 0.120 of Subcatchment8bP:Subcatchment8b Runoff Area=139,994 sf 19.30% Impervious Runoff Depth=4.22" Flow Length=554' Tc=18.6 min CN=79 Runoff=11.02 cfs 1.130 of Subcatchment8cP: Subcatchment8c Runoff Area=22.435 sf 0.00% Impervious Runoff Depth=3.80" Flow Length=399' Tc=13.3 min CN=75 Runoff=1.82 cfs 0.163 of Subcatchment8dP: Subcatchment8c Runoff Area=8,920 sf 0.00% Impervious Runoff Depth=3.70" Flow Length=169' Tc=2.4 min CN=74 Runoff=1.01 cfs 0.063 of t Subcatchment9P: Subcatchment9 Runoff Area=140.170 sf 50.18% Impervious Runoff Depth=5.09" Flow Length=591' Tc=14.9 min CN=87 Runoff=14.18 cfs 1.366 of ' Reach lRa: Relocated Intermittent Stream Avg. Depth=0.42' Max Vel=6.10 fps Inflow=7.20 cfs 2.109 of n=0.050 L=43.9' S=0.2699'P Capacity=749.24 cfs Outflow=7.11 cfs 2.109 of 1 1 Proposed Condition-01 Type /Il 24-hr 100-Year Rainfall=6.60" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 100 Reach 1Rb: Relocated Intermittent Stream Avg. Depth=0.87' Max Vel=1.87 fps Inflow=7.11 cfs 2.109 of n=0.050 L=346.7' S=0.0085'P Capacity=133.02 cfs Outflow=6.14 cfs 2.108 of Reach 1Rc: Relocated Intermittent Stream Avg. Depth=0.63' Max Vel=2.82 fps Inflow=6.14 cfs 2.108 of ' n=0.050 L=244.7' 5=0.0300'P Capacity=249.76 ofs Outflow=5.97 cfs 2.108 of Reach 1Rd: Relocated Intermittent Stream Avg. Depth=0.88' Max Vel=1.45 fps Inflow=5.97 cfs 2.108 of ' n=0.050 L=537.0' S=0.0051 'P Capacity=102.82 cfs Outflow=4.82 cfs 2.107 of Reach 1Re: Relocated Intermittent Stream Avg. Depth=0.37' Max Vel=5.68 fps Inflow=4.82 cfs 2.107 of ' n=0.050 L=23.8' S=0.2508'/' Capacity=722.26 cfs Outflow=4.82 cfs 2.107 of Reach 1Rf: Intermittent Stream Avg. Depth=0.40' Max Vel=4.85 fps Inflow=4.82 cfs 2.107 of n=0.050 L=51.7' S=0.2515'P Capacity=1,365.34 cfs Outflow=4.82 ofs 2.107 of , Reach 2R:Wetland Area E Outlet Avg. Depth=0.54' Max Vel=3.42 fps Inflow=21.80 cfs 8.370 of n=0.050 L=331.0' S=0.0539'/' Capacity=6,334.34 cfs Outflow=21.78 cfs 8.368 of , Reach 3R: 24" RCP Under Highland Ave. Avg. Depth=1.04' Max Vel=13.51 fps Inflow=22.40 cfs 8.752 of 24.0" Round Pipe n=0.013 L=70.0' S=0.0340'P Capacity=41.71 cfs Outflow=22.40 cfs 8.752 of Reach 4R: 24" RCP Highland Ave to Avg. Depth=2.00' Max Vel=8.03 fps Inflow=35.58 cfs 10.989 of 24.0" Round Pipe n=0.013 L=1,062.0' S=0.0096'P Capacity=22.13 cfs Outflow=23.48 cfs 10.986 of Reach PA1: Point of Analysis 1 Inflow=108.93 cfs 22.774 of ' Outflow=108.93 cfs 22.774 of Reach PA2: Point of Analysis 2 Inflow=10.31 ofs 1.378 of ' Outflow=10.31 cfs 1.378 of Reach PA3: Point of Analysis 3 Inflow=14.18 cfs 1.366 of Outflow=14.18 cfs 1.366 of ' Pond 1W:Wetland Area D Peak Elev=175.41' Storage=55.887 cf Inflow=19.22 cfs 2.329 of Outflow=3.82 cfs 1.691 of Pond 21): Detention Pond 2 Peak EIev=154.75' Storage=122.016 cf Inflow=73.27 cfs 5.429 of ' Outflow=19.90 cfs 5.033 of Pond 2F: Sediment Forebay 2 Peak EIev=150.11' Storage=3,150 cf Inflow=49.84 cfs 3.743 of , Outflow=49.63 ofs 3.688 of Pond 2W:Wetland Area E Peak EIev=129.28' Storage=77.184 of Inflow=40.15 cfs 8.995 of ' Outflow=21.80 cfs 8.370 of Pond 813a: Detention Pond 8a Peak EIev=152.38' Storage=708 cf Inflow=11.66 cfs 1.240 of t Outflow=11.74 cfs 1.230 of Pond 813b: Detention Pond 8b Peak EIev=154.42' Storage=10.715 cf Inflow=12.12 cfs 1.293 of Outflow=9.19 cfs 1.215 of ' Pond 8F: Sediment Forebay 8 Peak EIev=154.11' Storage=574 cf Inflow=11.02 cfs 1.130 of Outflow=11.04 cfs 1.119 of ' Proposed Condition-01 Type /// 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 101 Total Runoff Area= 68.529 ac Runoff Volume= 27.339 of Average Runoff Depth =4.79" ' 60.04% Pervious =41.142 ac 39.96% Impervious = 27.386 ac 1 Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" ' Prepared by{enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 102 ' Summary for Subcatchment 1P: Subcatchment 1 Runoff = 4.93 cfs @ 12.12 hrs, Volume= 0.384 af, Depth= 4.43" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" , Area (sf) CN Description 16,308 77 Woods, Poor, HSG C 10,594 98 Paved parking & roofs ' 3,381 77 Brush, Poor, HSG C _ 14,972 74 >75% Grass cover, Good, HSG C 45,255 81 Weighted Average 34,661 76.59% Pervious Area 10,594 23.41% Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (fUsec) (cfs) 1.5 6 0.0200 0.07 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.10" , 6.2 94 0.4100 0.25 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.2 29 0.3100 2.78 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.4 101 0.0528 4.66 Shallow Concentrated Flow, Shallow Conc -Paved Paved Kv= 20.3 fps 0.1 82 0.0730 19.46 61.12 Pipe Channel, 15" HDPE ' 24.0" Round Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.013 Corrugated PE, smooth interior 8.4 312 Total Summary for Subcatchment 2aP: Subcatchment 2a Runoff = 7.20 cfs @ 12.00 hrs, Volume= 0.418 af, Depth= 3.70" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" Area (sf) CN Description ' 6,964 77 Woods, Poor, HSG C 418 77 Brush, Poor, HSG C ' 51,695 74 >75% Grass cover, Good, HSG C 59,077 74 Weighted Average 59,077 100.00% Pervious Area ' Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 103 Summary for Subcatchment 2bP: Subcatchment 2b Runoff = 23.65 cfs @ 12.07 hrs, Volume= 1.741 af, Depth= 5.66" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 100-Year Rainfall=6.60" Area (sf) CN Description 121,380 98 Paved parking & roofs ' 39,424 74 >75% Grass cover, Good, HSG C 160,804 92 Weighted Average 39,424 24.52% Pervious Area 121,380 75.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) ' 5.0 Direct Entry, Summary for Subcatchment 2cP: Subcatchment 2c ' Runoff = 49.84 cfs @ 12.07 hrs, Volume= 3.743 af, Depth= 5.89" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" Area (sf) CN Description 269,608 98 Paved parking & roofs 34,355 74 >75% Grass cover, Good, HSG C 7,365 89 Gravel roads, HSG C 20,787 77 Woods, Poor, HSG C 332,115 94 Weighted Average 62,507 18.82% Pervious Area 269,608 81.18% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Entry Summary for Subcatchment 2dP: Subcatchment 2d ' Runoff = 2.81 cfs @ 12.25 hrs, Volume= 0.286 af, Depth= 3.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" t Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" , Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 104 , Area (so CN Description 27,083 77 Woods, Poor, HSG C * 462 77 Brush, Poor, HSG C , 10,713 74 >75% Grass cover, Good, HSG C 38,258 76 Weighted Average 38,258 100.00% Pervious Area , Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 29 0.6550 0.24 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 14.5 71 0.0280 0.08 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" ' 1.9 113 0.0389 0.99 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 18.4 213 Total Summary for Subcatchment 3P: Subcatchment 3 ' Runoff = 19.22 cfs @ 12.37 hrs, Volume= 2.329 af, Depth= 4.33" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" Area (so CN Description ' 238,560 77 Woods, Poor, HSG C 42,818 98 Water Surface, HSG C ' 281,378 80 Weighted Average 238,560 84.78% Pervious Area 42,818 15.22% Impervious Area Tc Length Slope Velocity Capacity Description 1 (min) (feet) (ft/ft) (fUsec) (cfs) 12.0 100 0.0900 0.14 Sheet Flow, Sheet ' Woods: Light underbrush n= 0.400 P2= 3.10" 1.6 282 0.0400 3.00 Shallow Concentrated Flow, Shallow Conc Grassed Waterway Kv= 15.0 fps 13.9 349 0.0070 0.42 Shallow Concentrated Flow,Vernal Pool ' Woodland Kv= 5.0 fps 27.5 731 Total Summary for Subcatchment 4P: Subcatchment 4 ' Runoff = 13.70 cfs @ 12.30 hrs, Volume= 1.570 af, Depth= 5.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 100-Year Rainfall=6.60" i 1 Proposed Condition-01 Type Ill 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 105 Area (sf) CN Description 30,775 83 1/4 acre lots, 38% imp, HSG C 1 45,227 77 Woods, Poor, HSG C 78,271 98 Water Surface, HSG C 154,273 89 Weighted Average 1 64,308 41.68% Pervious Area 89,966 58.32% Impervious Area Tc Length Slope Velocity Capacity Description 1 (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 33 0.2121 0.24 Sheet Flow, Sheet-Grass Grass: Dense n= 0.240 P2= 3.10" 1 17.8 67 0.0149 0.06 Sheet Flow, Sheet Woods Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 117 0.0340 0.92 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps ' 22.2 217 Total Summary for Subcatchment 5P: Subcatchment 5 1 Runoff = 32.25 cfs @ 12.30 hrs, Volume= 3.593 af, Depth= 4.65" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 100-Year Rainfall=6.60" Area (sf) CN Description 403,752 83 1/4 acre lots, 38% imp HSG C 250,326 62.00% Pervious Area 153,426 38.00% Impervious Area 1 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 14.6 100 0.0550 0.11 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 4.1 326 0.0706 1.33 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps 0.6 140 0.0326 3.67 Shallow Concentrated Flow, Paved 1 Paved Kv= 20.3 fps 2.7 1,123 0.0240 7.03 5.52 Pipe Channel, 18" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' 1 n= 0.013 Concrete pipe, bends& connections 0.2 72 0.0117 7.79 24.47 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Concrete pipe bends &connections ' 22.2 1,761 Total 1 1 Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 106 Summary for Subcatchment 6P: Subcatchment 6 Runoff = 14.07 cfs @ 12.61 hrs, Volume= 2.238 af, Depth= 4.76" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" ' Area (sf) CN Description 59,165 83 1/4 acre lots, 38% imp, HSG C 108,567 77 Woods, Poor, HSG C , 77,951 94 Urban commercial, 85% imp, HSG C 245,683 84 Weighted Average 156,942 63.88% Pervious Area ' 88,741 36.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 21.8 100 0.0200 0.08 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 23.0 723 0.0110 0.52 Shallow Concentrated Flow, Shallow Conc , Woodland Kv= 5.0 fps 2.3 571 0.0400 4.06 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 0.0 9 0.1367 16.77 13.17 Pipe Channel, 12" RCP ' 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.013 Concrete pipe, bends & connections 47.1 1,403 Total ' Summary for Subcatchment 7P: Subcatchment 7 Runoff = 62.54 cfs @ 12.42 hrs, Volume= 8.196 af, Depth= 4.54" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" ' Area (sf) CN Description 813,598 83 1/4 acre lots, 38% imp, HSG C 129,503 77 Woods, Poor, HSG C ' 943,101 82 Weighted Average 633,934 67.22% Pervious Area 309,167 32.78% Impervious Area , Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.5 100 0.1000 0.15 Sheet Flow, Sheet ' Woods: Light underbrush n= 0.400 P2= 3.10" 20.6 1,385 0.0500 1.12 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 0.1 40 0.0100 7.20 22.62 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim=6.3' r- 0.50' n= 0.013 32.2 1,525 Total 1 1 Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 10/20/2010 1 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 107 Summary for Subcatchment 8aP: Subcatchment 8a 1 Runoff = 1.52 cfs @ 12.07 hrs, Volume= 0.120 af, Depth= 6.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 1 Type III 24-hr 100-Year Rainfall=6.60" Area (so CN Description 9,900 98 Paved parking & roofs 1 9,900 100.00% Impervious Area Tc Length Slope Velocity Capacity Description 1 (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 1 - Summary for Subcatchment 8bP: Subcatchment 8b Runoff - 11.02 cfs @ 12.25 hrs, Volume= 1.130 af, Depth= 4.22" 1 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" ' Area (sf) CN Description 88,872 74 >75% Grass cover, Good, HSG C 27,017 98 Paved parking & roofs 7,871 77 Brush, Poor, HSG C 1 1,109 87 Dirt roads, HSG C 15,125 77 Woods, Poor, HSG C 139,994 79 Weighted Average 1 112,977 80.70% Pervious Area 27,017 19.30% Impervious Area Tc Length Slope Velocity Capacity Description 1 (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 20 0.0500 0.08 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 1 1.2 25 0.2400 0.34 Sheet Flow, Sheet Grass: Short n= 0.150 P2= 3.10" 5.5 55 0.0270 0.17 Sheet Flow, Sheet Grass: Short n= 0.150 P2= 3.10" 1 7.6 433 0.0185 0.95 Shallow Concentrated Flow, Shallow Conc Short Grass Pasture Kv= 7.0 fps 0.1 21 0.7143 5.92 Shallow Concentrated Flow, Shallow Conc Short Grass Pasture Kv= 7.0 fps 18.6 554 Total � 1 1 Proposed Condition-01 Type /ll 24-hr 100-Year Rainfall=6.60" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 108 , Summary for Subcatchment 8cP: Subcatchment 8c Runoff = 1.82 cfs @ 12.19 hrs, Volume= 0.163 af, Depth= 3.80" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" ' Area (sf) CN Description 17,859 74 >75% Grass cover, Good, HSG C 4,576 77 Woods, Poor, HSG C ' 22,435 75 Weighted Average 22,435 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (fusec) (cfs) 10.7 100 0.1200 0.16 Sheet Flow, Sheet ' Woods: Light underbrush n= 0.400 P2= 3.10" 2.6 299 0.1438 1.90 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 13.3 399 Total , Summary for Subcatchment 8dP: Subcatchment 8c Runoff = 1.01 cfs @ 12.04 hrs, Volume= 0.063 af, Depth= 3.70" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" , Area(sf) CN Description 8,920 74 >75% Grass cover, Good HSG C ' 8,920 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 2.2 100 0.0950 0.75 Sheet Flow, Sheet Fallow n= 0.050 P2= 3.10" 0.2 69 0.1014 5.13 Shallow Concentrated Flow, Shallow Conc ' Unpaved Kv= 16.1 fps 2.4 169 Total Summary for Subcatchment 9P: Subcatchment 9 ' Runoff = 14.18 cfs @ 12.20 hrs, Volume= 1.366 af, Depth= 5.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 100-Year Rainfall=6.60" 1 1 ' Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 109 Area_(sf) CN Description 35,068 77 Woods, Poor, HSG C ' 70,332 98 Paved parking & roofs 1,566 77 Brush, Poor, HSG C 33,204 74 >75% Grass cover, Good HSG C ' 140,170 87 Weighted Average 69,838 49.82% Pervious Area 70,332 50.18% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 14 0.4300 0.18 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 5.3 66 0.3000 0.21 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 5 1.0000 0.20 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 5.3 76 0.4000 0.24 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 1.0 13 0.7800 0.22 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.6 119 0.0300 3.52 Shallow Concentrated Flow, Paved Kv=20.3 fps ' 1.0 298 0.0127 5.11 4.02 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 14.9 591 Total ' Summary for Reach 1 Ra: Relocated Intermittent Stream Inflow Area = 7.816 ac, 12.58% Impervious, Inflow Depth > 3.24" for 100-Year event ' Inflow 7.20 cfs @ 12.00 hrs, Volume= 2.109 of Outflow 7.11 cfs @ 12.00 hrs, Volume= 2.109 af, Atten= 1%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity=6.10 fps, Min. Travel Time= 0.1 min ' Avg. Velocity= 2.55 fps, Avg. Travel Time= 0.3 min ' Peak Storage= 51 cf @ 12.00 hrs, Average Depth at Peak Storage= 0.42' Bank-Full Depth= 3.67', Capacity at Bank-Full= 749.24 cfs Custom cross-section, Length=43.9' Slope= 0.2699 '/' (102 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 174.80', Outlet Invert= 162.95' 1 Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" , Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 110 , Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 , -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 ' -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 t 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 9.00 178.47 0.00 , Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) ' 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 34 3.75 1.00 3.9 6.1 172 44.96 1.50 6.7 10.3 293 79.46 ' 2.00 11.2 11.6 492 169.68 3.67 35.4 22.1 1,555 749.24 Summary for Reach 1 Rb: Relocated Intermittent Stream ' Inflow Area = 7.816 ac, 12.58% Impervious, Inflow Depth > 3.24" for 100-Year event ' Inflow = 7.11 cfs @ 12.00 hrs, Volume= 2.109 of Outflow = 6.14 cfs @ 12.09 hrs, Volume= 2.108 af, Atten= 14%, Lag=4.9 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 1.87 fps, Min. Travel Time= 3.1 min Avg. Velocity= 0.70 fps, Avg. Travel Time= 8.2 min Peak Storage= 1,139 cf @ 12.03 hrs, Average Depth at Peak Storage= 0.87' ' Bank-Full Depth= 3.67', Capacity at Bank-Full= 133.02 cfs Custom cross-section, Length= 346.7' Slope= 0.00857' (102 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 162.95', Outlet Invert= 160.00' ' Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 111 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -10.50 178.47 0.00 -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 ' 9.00 178.47 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 270 0.67 1.00 3.9 6.1 1,360 7.98 ' 1.50 6.7 10.3 2,311 14.11 2.00 11.2 11.6 3,888 30.13 3.67 35.4 22.1 12,284 133.02 ' Summary for Reach 1 Rc: Relocated Intermittent Stream ' Inflow Area= 7.816 ac, 12.58% Impervious, Inflow Depth > 3.24" for 100-Year event Inflow 6.14 cfs @ 12.09 hrs, Volume= 2.108 of Outflow 5.97 cfs @ 12.13 hrs, Volume= 2.108 af, Atten= 3%, Lag= 2.5 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 2.82 fps, Min. Travel Time= 1.4 min Avg. Velocity= 1.10 fps, Avg. Travel Time= 3.7 min Peak Storage= 519 cf @ 12.10 hrs, Average Depth at Peak Storage= 0.63' Bank-Full Depth= 3.67', Capacity at Bank-Full= 249.76 cfs ' Custom cross-section, Length= 244.7' Slope= 0.03007' (102 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 160.00', Outlet Invert= 152.66' 1 Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" ' Prepared by (enter your company name here) Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 112 , Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 ' -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 ' -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 , 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 9.00 178.47 0.00 , Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) , 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 191 1.25 1.00 3.9 6.1 960 14.99 1.50 6.7 10.3 1,631 26.49 , 2.00 11.2 11.6 2,744 56.56 3.67 35.4 22.1 8,670 249.76 Summary for Reach 1 Rd: Relocated Intermittent Stream , Inflow Area = 7.816 ac, 12.58% Impervious, Inflow Depth > 3.24" for 100-Year event ' Inflow = 5.97 cfs @ 12.13 hrs, Volume= 2.108 of Outflow = 4.82 cfs @ 12.29 hrs, Volume= 2.107 af, Atten= 19%, Lag= 9.6 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 1.45 fps, Min. Travel Time=6.2 min Avg. Velocity = 0.59 fps, Avg. Travel Time= 15.2 min Peak Storage= 1,784 cf @ 12.19 hrs, Average Depth at Peak Storage= 0.88' ' Bank-Full Depth= 3.67', Capacity at Bank-Full= 102.82 cfs Custom cross-section, Length= 537.0' Slope= 0.0051 'P (102 Elevation Intervals) , Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 152.70', Outlet Invert= 149.97' 1 Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 10/20/2010 ' ydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 113 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -10.50 178.47 0.00 -5.50 176.80 1.67 -5.00 176.30 2.17 ' -2.00 176.30 2.17 -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 ' 3.00 175.13 3.34 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 ' 9.00 178.47 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 418 0.51 1.00 3.9 6.1 2,107 6.17 i ' 1.50 6.7 10.3 3,579 10.91 2.00 11.2 11.6 6,022 23.29 3.67 35.4 22.1 19,026 102.82 Summary for Reach 1 Re: Relocated Intermittent Stream ' Inflow Area = 7.816 ac, 12.58% Impervious, Inflow Depth > 3.23" for 100-Year event Inflow 4.82 cfs @ 12.29 hrs, Volume= 2.107 of Outflow 4.82 cfs @ 12.28 hrs, Volume= 2.107 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.68 fps, Min. Travel Time= 0.1 min Avg. Velocity= 2.49 fps, Avg. Travel Time= 0.2 min Peak Storage=22 cf @ 12.28 hrs, Average Depth at Peak Storage= 0.37' Bank-Full Depth= 3.67', Capacity at Bank-Full= 722.26 cfs ' Custom cross-section, Length=23.8' Slope= 0.25087' (102 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 149.97', Outlet Invert= 144.00' 1 1 Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" 1 Prepared by(enter your company name here) Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 114 1 Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 ' -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 1 -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 ' 3.50 175.80 2.67 3.75 176.30 2,17 4.00 176.80 1.67 9.00 178.47 0.00 1 Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) 1 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 19 3.61 1.00 3.9 6.1 93 43.34 1.50 6.7 10.3 159 76.60 1 2.00 11.2 11.6 267 163.57 3.67 35.4 22.1 843 722.26 Summary for Reach 1 Rf: Intermittent Stream 1 Inflow Area= 7.816 ac, 12.58% Impervious, Inflow Depth > 3.23" for 100-Year event 1 Inflow = 4.82 cfs @ 12.28 hrs, Volume= 2.107 of Outflow = 4.82 cfs @ 12.29 hrs, Volume= 2.107 af, Atten= 0%, Lag= 0.9 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 1 Max. Velocity=4.85 fps, Min. Travel Time= 0.2 min Avg. Velocity = 2.42 fps, Avg. Travel Time= 0.4 min Peak Storage= 51 cf @ 12.29 hrs, Average Depth at Peak Storage= 0.40' 1 Bank-Full Depth= 3.20', Capacity at Bank-Full= 1,365.34 cfs Custom cross-section, Length= 51.7' Slope= 0.2515 '/' (103 Elevation Intervals) 1 Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 144.00', Outlet Invert= 131.00' # 1 i i 1 ' Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 115 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -18.82 3.20 0.00 -13.54 2.20 1.00 -8.63 1.20 2.00 ' -1.17 0.20 3.00 0.00 0.00 3.20 1.17 0.20 3.00 8.63 1.20 2.00 ' 13.54 2.20 1.00 18.82 3.20 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 0.0 0 0.00 0.20 0.2 2.4 12 0.74 ' 1.20 10.0 17.4 519 103.49 2.20 32.2 27.4 1,665 533.88 3.20 64.6 38.2 3,338 1,365.34 ' Summary for Reach 2R: Wetland Area E Outlet Inflow Area = 23.552 ac, 51.05% Impervious, Inflow Depth > 4.26" for 100-Year event ' Inflow 21.80 cfs @ 12.77 hrs, Volume= 8.370 of Outflow 21.78 cfs @ 12.82 hrs, Volume= 8.368 af, Atten= 0%, Lag= 2.8 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 3.42 fps, Min. Travel Time= 1.6 min Avg. Velocity = 1.65 fps, Avg. Travel Time= 3.3 min I ' Peak Storage= 2,109 cf @ 12.79 hrs, Average Depth at Peak Storage= 0.54' Bank-Full Depth= 5.40', Capacity at Bank-Full= 6,334.34 cfs Custom cross-section, Length= 331.0' Slope= 0.0539 '/' (103 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 128.60', Outlet Invert= 110.77' Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" ' Prepared by {enter your company name here} Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 116 , Offset Elevation Chan.Depth (feet) (feet) (feet) -67.70 134.00 0.00 ' -58.00 133.00 1.00 -52.50 132.00 2.00 -47.50 131.00 3.00 , -16.00 130.00 4.00 -8.00 129.00 5.00 -2.00 128.60 5.40 2.00 128.60 5.40 t 8.00 129.00 5.00 16.00 130.00 4.00 47.50 131.00 3.00 52.50 132.00 2.00 ' 58.00 133.00 1.00 67.50 134.00 0.00 Depth End Area Perim. IStorage Discharge t (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 4.0 0 0.00 0.40 4.0 16.0 1,324 10.94 , 1.40 28.0 32.2 9,269 175.53 2.40 91.5 95.2 30,287 614.76 3.40 191.5 105.4 63,387 1,967.07 4.40 302.0 116.6 99,962 3,929.64 5.40 427.6 135.9 141,536 6,334.34 Summary for Reach 3R: 24" RCP Under Highland Ave. , Inflow Area = 24.590 ac, 49.89% Impervious, Inflow Depth > 4.27" for 100-Year event Inflow = 22.40 cfs @ 12.81 hrs, Volume= 8.752 of ' Outflow = 22.40 cfs @ 12.81 hrs, Volume= 8.752 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span=0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 13.51 fps, Min. Travel Time= 0.1 min , Avg. Velocity = 6.03 fps, Avg. Travel Time= 0.2 min Peak Storage= 116 cf @ 12.81 hrs, Average Depth at Peak Storage= 1.04' ' Bank-Full Depth= 2.00', Capacity at Bank-Full=41.71 cfs 24.0" Round Pipe n= 0.013 Concrete pipe, bends& connections ' Length= 70.0' Slope= 0.0340T Inlet Invert= 105.77', Outlet Invert= 103.39' i1 ' Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 117 Summary for Reach 4R: 24" RCP Highland Ave to Coolidge ' Inflow Area 30.231 ac, 47.32% Impervious, Inflow Depth > 4.36" for 100-Year event Inflow 35.58 cfs @ 12.73 hrs, Volume= 10.989 of Outflow = 23.48 cfs @ 14.80 hrs, Volume= 10.986 af, Atten= 34%, Lag= 124.3 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 8.03 fps, Min. Travel Time=2.2 min Avg. Velocity = 3.98 fps, Avg. Travel Time=4.4 min Peak Storage= 3,336 cf @ 12.48 hrs, Average Depth at Peak Storage= 2.00' Bank-Full Depth= 2.00', Capacity at Bank-Full= 22.13 cfs ' 24.0" Round Pipe n= 0.013 Concrete pipe, bends R connections Length= 1,062.0' Slope= 0.0096 '/' I ' Inlet Invert= 103.29', Outlet Invert= 93.13' ' Summary for Reach PAI: Point of Analysis 1 ' Inflow Area = 61.150 ac, 40.76% Impervious, Inflow Depth > 4.47" for 100-Year event Inflow 108.93 cfs @ 12.45 hrs, Volume= 22.774 of Outflow = 108.93 cfs @ 12.45 hrs, Volume= 22.774 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Reach PA2: Point of Analysis 2 Inflow Area = 4.161 ac, 20.37% Impervious, Inflow Depth = 3.98" for 100-Year event Inflow = 10.31 cfs @ 12.36 hrs, Volume= 1.378 of ' Outflow = 10.31 cfs @ 12.36 hrs, Volume= 1.378 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Reach PA3: Point of Analysis 3 Inflow Area= 3.218 ac, 50.18% Impervious, Inflow Depth = 5.09" for 100-Year event ' Inflow 14.18 cfs @ 12.20 hrs, Volume= 1.366 of Outflow 14.18 cfs @ 12.20 hrs, Volume= 1.366 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 1 Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" ' Prepared by{enter your company name here} Printed 10/20/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 118 ' Summary for Pond 1 W: Wetland Area D Inflow Area = 6.460 ac, 15.22% Impervious, Inflow Depth = 4.33" for 100-Year event ' Inflow = 19.22 cfs @ 12.37 hrs, Volume= 2.329 of Outflow = 3.82 cfs @ 13.23 hrs, Volume= 1.691 af, Atten= 80%, Lag= 51.4 min Primary = 3.82 cfs @ 13.23 hrs, Volume= 1.691 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 175.41' @ 13.23 hrs Surf.Area= 50,956 sf Storage= 55,887 cf Plug-Flow detention time= 332.5 min calculated for`1.691 of(73%of inflow) ' Center-of-Mass det. time= 242.7 min ( 1,072.9-830.2 ) Volume Invert Avail.Storage Storage Description ' #1 174.20' 160,521 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 174.20 42,818 0 0 175.00 46,511 35,732 35,732 ' 176.00 57,259 51,885 87,617 177.00 88,549 72,904 160,521 Device Routing Invert Outlet Devices ' #1 Primary 174.80' Custom Weir/Orifice, Cv=2.62 (C= 3.28) Head (feet) 0.00 0.20 1.20 2.20 Width (feet) 1.00 2.50 5.50 13.50 t Primary OutFlow Max=3.82 cfs @ 13.23 hrs HW=175.41' (Free Discharge) t1=Custom Weir/Orifice (Weir Controls 3.82 cfs @ 2.33 fps) Summary for Pond 2D: Detention Pond 2 ' Inflow Area = 11.316 ac, 79.32% Impervious, Inflow Depth = 5.76" for 100-Year event ' Inflow = 73.27 cfs @ 12.07 hrs, Volume= 5.429 of Outflow = 19.90 cfs @ 12.41 hrs, Volume= 5.033 af, Atten= 73%, Lag= 20.3 min Primary = 19.90 cfs @ 12.41 hrs, Volume= 5.033 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Peak Elev= 154.75' @ 12.41 hrs Surf.Area= 28,998 sf Storage= 122,016 cf Plug-Flow detention time= 426.9 min calculated for 5.033 of(93% of inflow) ' Center-of-Mass det. time= 388.3 min ( 1,161.8 -773.5 ) Volume Invert Avail.Storage Storage Description ' #1 148.00' 153,044 cf Custom Stage Data (Prismatic)Listed below (Recalc) Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by (enter your company name here) Printed 10/20/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 119 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 148.00 7,866 0 0 149.00 9,989 8,928 8,928 150.00 12,444 11,217 20,144 ' 151.00 17,519 14,982 35,126 152.00 20,428 18,974 54,099 153.00 23,468 21,948 76,047 154.00 26,590 25,029 101,076 ' 155.00 29,786 28,188 129,264 155.75 33,628 23,780 153,044 Device Routing Invert Outlet Devices ' #1 Primary 149.60' 5.0"Vert. Orifice/Grate C= 0.600 #2 Primary 152.70' 8.0"Vert. Orifice/Grate C= 0.600 #3 Primary 153.55' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 1 Primary OutFlow Max-19.89 cfs @ 12.41 hrs HW=154.75' (Free Discharge) Orifice/Grate (Orifice Controls 1.46 cfs @ 10.71 fps) =Orifice/Grate (Orifice Controls 2.20 cfs @ 6.31 fps) Pt'2 =Sharp-Crested Rectangular Weir(Weir Controls 16.23 cfs @ 3.59 fps) Summary for Pond 2F: Sediment Forebay 2 Inflow Area= 7.624 ac, 81.18% Impervious, Inflow Depth = 5.89" for 100-Year event Inflow = 49.84 cfs @ 12.07 hrs, Volume= 3.743 of ' Outflow 49.63 cfs @ 12.08 hrs, Volume= 3.688 af, Atten= 0%, Lag= 0.6 min Primary 49.63 cfs @ 12.08 hrs, Volume= 3.688 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs tPeak Elev= 150.11' @ 12.08 hrs Surf.Area=2,190 sf Storage= 3,150 cf Plug-Flaw detention time= 18.0 min calculated for 3.687 of(99% of inflow) Center-of-Mass det. time= 8.5 min ( 773.6-765.1 ) ' Volume Invert Avail.Storage Storage Description #1 148.00' 3,150 cf Custom Stage Data (Prismatic)Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 148.00 1,026 0 0 149.00 1,496 1,261 1,261 149.65 2,040 1,149 2,410 150.00 2,190 740 3,150 tDevice Routing Invert Outlet Devices #1 Primary 149.65' 50.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 ' 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 ' #2 Primary 150.00' 104.0' long x 4.0' breadth Broad-Crested Rectangular Weir 1 Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here) Printed 10/20/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 120 ' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 ' 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=49.59 cfs @ 12.08 hrs HW=150.11' (Free Discharge) ' L1=13road-Crested Rectangular Weir(Weir Controls 40.33 cfs @ 1.75 fps) 2=13road-Crested Rectangular Weir(Weir Controls 9.27 cfs @ 0.80 fps) Summary for Pond 2W: Wetland Area E ' Inflow Area = 23.552 ac, 51.05% Impervious, Inflow Depth > 4.58" for 100-Year event Inflow = 40.15 cfs @ 12.31 hrs, Volume= 8.995 of , Outflow = 21.80 cfs @ 12.77 hrs, Volume= 8.370 af, Atten=46%, Lag= 27.6 min Primary = 21.80 cfs @ 12.77 hrs, Volume= 8.370 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 1 Peak Elev= 129.28' @ 12.77 hrs Surf.Area= 81,906 sf Storage= 77,184 cf Plug-Flow detention time= 189.3 min calculated for 8.370 of(93%of inflow) Center-of-Mass det. time= 100.1 min ( 1,161.9 - 1,061.8 ) ' Volume Invert Avail.Storage Storage Description #1 127.00' 230,600 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 127.00 106 0 0 ' 128.00 469 288 288 128.60 76,102 22,971 23,259 129.00 79,477 31,116 54,375 ' 130.00 88,069 83,773 138,148 131.00 96,836 92,453 230,600 Device Routing Invert Outlet Devices , #1 Primary 128.60' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.40 1.40 2.40 3.40 4.40 5.40 Width (feet) 4.00 16.00 32.00 95.00 105.00 116.00 133.00 ' Primary OutFlow Max=21.74 cfs @ 12.77 hrs HW=129.28' (Free Discharge) L7=Custom Weir/Orifice (Weir Controls 21.74 cfs @ 2.37 fps) Summary for Pond 813a: Detention Pond 8a ' Inflow Area = 3.441 ac, 24.63% Impervious, Inflow Depth = 4.32" for 100-Year event t Inflow = 11.66 cfs @ 12.25 hrs, Volume= 1.240 of Outflow = 11.74 cfs @ 12.25 hrs, Volume= 1.230 af, Atten= 0%, Lag= 0.0 min Primary = 11.74 cfs @ 12.25 hrs, Volume= 1.230 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' 1 ' Proposed Condition-01 Type ///24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 10/20/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 121 Peak Elev= 152.38' @ 12.25 hrs Surf.Area= 650 sf Storage= 708 cf Plug-Flow detention time= 11.3 min calculated for 1.230 of(99% of inflow) Center-of-Mass det. time= 6.4 min ( 826.2 -819.8 ) ' Volume Invert Avail.Storage Storage Description #1 150.00' 708 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 150.00 106 0 0 151.00 330 218 218 ' 152.00 650 490 708 Device Routing Invert Outlet Devices #1 Primary 151.50' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.50 1.50 2.50 3.50 Width (feet) 0.00 6.61 12.69 18.64 24.92 ' Primary OutFlow Max=11.73 cfs @ 12.25 hrs HW=152.38' (Free Discharge) t1=Custom Weir/Orifice (Weir Controls 11.73 cfs @ 2.55 fps) Summary for Pond 8Db: Detention Pond 8b ' Inflow Area = 3.646 ac, 23.25% Impervious, Inflow Depth = 4.26" for 100-Year event Inflow = 12.12 cfs @ 12.25 hrs, Volume= 1.293 of ' Outflow 9.19 cfs @ 12.41 hrs, Volume= 1.215 af, Atten= 24%, Lag= 9.4 min Primary 9.19 cfs @ 12.41 hrs, Volume= 1.215 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Peak Elev= 154.42' @ 12.41 hrs Surf.Area= 5,331 sf Storage= 10,715 cf Plug-Flow detention time= 67.2 min calculated for 1.215 of(94% of inflow) t Center-of-Mass det. time= 34.5 min ( 860.4 -825.9 ) Volume Invert Avail.Storage Storage Description #1 150.00' 14,261 cf Custom Stage Data (Prismatic)Listed below (Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 150.00 325 0 0 151.00 870 598 598 152.00 2,222 1,546 2,144 153.00 3,326 2,774 4,918 ' 154.00 4,271 3,799 8,716 155.00 6,818 5,545 14,261 Device Routing Invert Outlet Devices #1 Primary 152.50' 18.0"Vert. Orifice/Grate C= 0.600 #2 Primary 155.25' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1 Proposed Condition-01 Type ///24-hr 100-Year Rainfall=6.60" , Prepared by {enter your company name here) Printed 10/20/2010 HydroCAD®9.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 122 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=9.19 cfs @ 12.41 hrs HW=154.42' (Free Discharge) ' L1=0rifice/Grate (Orifice Controls 9.19 cfs @ 5.20 fps) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 81F: Sediment Forebay 8 , Inflow Area 3.214 ac, 19.30% Impervious, Inflow Depth = 4.22" for 100-Year event Inflow = 11.02 cfs @ 12.25 hrs, Volume= 1.130 of ' Outflow = 11.04 cfs @ 12.25 hrs, Volume= 1.119 af, Atten= 0%, Lag= 0.0 min Primary = 11.04 cfs @ 12.25 hrs, Volume= 1.119 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Peak Elev= 154.11' @ 12.25 hrs Surf.Area= 559 sf Storage=574 cf Plug-Flow detention time= 9.5 min calculated for 1.119 of(99% of inflow) ' Center-of-Mass det. time= 3.6 min ( 828.1 - 824.4 ) Volume Invert Avail.Storage Storage Description #1 152.00' 574 cf Custom Stage Data (Prismatic)Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 152.00 68 0 0 153.00 260 164 164 154.00 559 410 574 ' Device Routing Invert Outlet Devices #1 Primary 153.80' 21.9' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 ' 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 ' #2 Primary 154.00' 23.1' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=11.02 cfs @ 12.25 hrs HW=154.11' (Free Discharge) ' t1=Broad-Crested Rectangular Weir(Weir Controls 9.04 cfs @ 1.35 fps) 2=Broad-Crested Rectangular Weir(Weir Controls 1.98 cfs @ 0.81 fps) 1 1 1 1 t 1 Appendix D ' Rip Rap Sizing Calculations Calc. By: MKM 22-Oct-10 Chk. By: Lowe's of Salem Salem, MA Rh3rap Apron Sizing Calculations 'i,-°' �,�a i s -` a Apron Knoloinuffi- ? YeaPea 4 a Dp La Wi Wz Velocity ds0Disclla a cfs Pipe Diameter (in) 0.5xD (ft) ft ft ft ft/sec Depth h.� (,.ta.. { , "�f .s � (ft) O O O �ft1 ( ) (in) in Lowe's Detention Basin Outlet 10.79 30 1 2.5 1.25 22 8 30 0.5 2.2 6 9 Cam Lion Detention Basin Outlet 7.50 30 2.5 1.25 21 8 28 0.5 1.5 6 6 'shaded columns indicate input values Equations to determine length of apron are as fOilows:7 Length of Apron, L,=(1.80 x Q10/Do 312) +7Dp (TW<0.5Dp) Length of Apron, L,=(3 x Q10/Do 312)+7Dp (TW> or=0.5Dp) Equations to determine widths of apron are as follows:6 Apron Width (W1) at pipe outlet,W= 3D p Apron Width (W2) at end of apron, W= 3D p+ La (TW<0.5 Dp) Apron Width (W2) at end of apron, W= 3D p+0.4Lp (TW> or=0.5 Dp) Apron Length Apron Width @ Apron Width @ Outlet n End . .... _:: ,4= u Apron Depth Notes: 1.) 25-Year Storm Peak Discharge value taken from HydroCAD Output located in Appendix C 2.) Pipe Diameter, Do max.width of upstream culvert 3.) Tailwater(TW)= depth above invert of culvert in feet, minimum tailwater is 0.2 feet 4.) The median stone diameter is based on the following equation: d5o=( 0.02 x Q°"')/(TW x Dp) 5.) Minimum stone diameter is 6 inches 6.) Apron depth = 6" min. or 1.5 x d50 7.) Source: NH Stormwater Management and Erosion and Sediment Control Handbook (August 1992). P11273738\08028\Drainage\Drainage Repol ReSubmitlaMip Rap Catcs 10-12-10.xls December 15.2009 1 1 1 i ' 1 11 1 Appendix E ' Water Quality, Groundwater Recharge, TSS Removal Calculations, and Contech Vortechs Sizing Calculations 1 Project: Lowe's of Salem Proj.No: 127-3736-08028 TETRATEGH.RtZ2O City: Salem Date: 10/22/2010 State: MA Comp: MKM Water Quality Volume Cheek : AFT Water Ouality Volume Required *Based on MADEP requirement Proposed Impervious Area(sfi= 508,831 (Includes entire Project Area) Calculation Summary Required Water Quality Volume Required Runoff Proposed Impervious Required Water Depth in Area SFQuality Volume CF 1 508,831 42,403 Total 42,403 Notes: (1) Water quality structures have been sized by Contech Contstruction Products, Inc.in accordance with the Massachusetts Department of Environmental Protection Storwater Handbook. (2) Water Quality Volume calculations for 2a P, 2dP, 8cP, and 8dP were not included as they contain only pervious area consisting of woods, seeded area, etc. (3) Water Quality Volume calculations for 2bP and 8aP were not included as they represent clean roof runoff for both the Lowe's building and the future Camp building. (4) Water Quality Volume calculations for 4P, 5P, 6P, and 7P were not included as they represent non-project area not modifed in the proposed condition. P\127-373610OMDIam,.04n,.R.,tl R.SUbm KWDV_Ceks 10Q-10xK Proposed Condition-01 Type 111 24-hr 1" Rainfall=1.00" ' Prepared by {enter your company name here} Printed 10/18/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1 P: Subcatchment 1 , Runoff = 0.05 cfs @ 12.31 hrs, Volume= 0.008 af, Depth= 0.10" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 1" Rainfall=1.00" Area (sf) CN Description ' 16,308 77 Woods, Poor, HSG C 10,594 98 Paved parking & roofs 3,381 77 Brush, Poor, HSG C ' 14,972 74 >75% Grass cover, Good, HSG C 45,255 81 Weighted Average 34,661 76.59% Pervious Area , 10,594 23.41% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 6 0.0200 0.07 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.10" ' 6.2 94 0.4100 0.25 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.2 29 0.3100 2.78 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps ' 0.4 101 0.0528 4.66 Shallow Concentrated Flow, Shallow Conc - Paved Paved Kv= 20.3 fps 0.1 82 0.0730 19.46 61.12 Pipe Channel, 15" HDPE , 24.0" Round Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.013 Corrugated PE, smooth interior 8.4 312 Total 1 ' Proposed Condition-01 Type 11124-hr 1" Rainfall=1.00" Prepared by (enter your company name here) Printed 10/18/2010 HydroCADO 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 2 ' Summary for Subcatchment 2cP: Subcatchment 2c Runoff = 4.66 cfs @ 12.08 hrs, Volume= 0.320 af, Depth= 0.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 1" Rainfall=1.00" ' Area(sf) CN Description 269,608 98 Paved parking & roofs ' 34,355 74 >75% Grass cover, Good, HSG C 7,365 89 Gravel roads, HSG C 20,787 77 Woods, Poor, HSG C 332,115 94 Weighted Average 62,507 18.82% Pervious Area 269,608 81.18% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Entry 1 1 � Proposed Condition-01 Type 11124-hr 1" Rainfall=1.00" ' Prepared by {enter your company name here} Printed 10/18/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Paae 3 Summary for Subcatchment 8bP: Subcatchment 8b , Runoff = 0.07 cfs @ 12.54 hrs, Volume= 0.019 af, Depth= 0.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 1" Rainfall=1.00" Area (sf) CN Description ' 88,872 74 >75% Grass cover, Good, HSG C 27,017 98 Paved parking & roofs 7,871 77 Brush, Poor, HSG C ' 1,109 87 Dirt roads, HSG C 15,125 77 Woods, Poor, HSG C 139,994 79 Weighted Average ' 112,977 80.70% Pervious Area 27,017 19.30% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 20 0.0500 0.08 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 1.2 25 0.2400 0.34 Sheet Flow, Sheet Grass: Short n= 0.150 P2= 3.10" 5.5 55 0.0270 0.17 Sheet Flow, Sheet ' Grass: Short n= 0.150 P2= 3.10" 7.6 433 0.0185 0.95 Shallow Concentrated Flow, Shallow Conc Short Grass Pasture Kv= 7.0 fps ' 0.1 21 0.7143 5.92 Shallow Concentrated Flow, Shallow Conc Short Grass Pasture Kv= 7.0 fps 18.6 554 Total 1 1 1 t Proposed Condition-01 Type 11124-hr 1" Rainfall=1.00" Prepared by {enter your company name here} Printed 10/18/2010 HydroCAD@ 9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 4 ' Summary for Subcatchment 9P: Subcatchment 3 Runoff = 0.54 cfs @ 12.24 hrs, Volume= 0.060 af, Depth= 0.22" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 1" Rainfall=1.00" ' Area (so CN Description 35,068 77 Woods, Poor, HSG C ' 70,332 98 Paved parking & roofs 1,566 77 Brush, Poor, HSG C 33,204 74 >75% Grass cover, Good, HSG C 140,170 87 Weighted Average ' 69,838 49.82% Pervious Area 70,332 50.18% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 1.3 14 0.4300 0.18 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 5.3 66 0.3000 0.21 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 5 1.0000 0.20 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 5.3 76 0.4000 0.24 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 1.0 13 0.7800 0.22 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.6 119 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.0 298 0.0127 5.11 4.02 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 14.9 591 Total i 1 i Project: Lowe's of Salem Proj. No: 127-3736-08028 TETRA � Rtzacs City: Salem Date: 10/22/2010 State: MA Comp: MKM Sediment Forebay Volume Check : AFT Sediment Forebay Volume Required *Based on MADEP requirement Calculation Summary Required Sediment Forebay Volume -7Required Runoff Proposed Impervious Required Sediment Sediment Forebay ForebayDepth in Area AC Forebay Volume CF Volume Provided CF 2F 0.10 6.19 2,247 2,410 8F 0.10 0.62 225 468 Total 2,472 Z878 Storage Provided (1) Total storage volume provided in Sediment Forebay 2F below overflow weir(elev=149.65) = 2,351 CF (2) Total storage volume provided in Sediment Forebay 8F below overflow weir(elev=153.80) =468 CF (3) Cumulative storage volumes calculated using HydroCADe watershed modeling program. P1127-37%\08028\Dminage\Drainage Report ReSubmittaWorebay_Calu 10-22.10.xis Proposed Condition-01 Type Ill 24-hr 100-Year Rainfall=6.60" Prepared by (enter your company name here) Printed 10/18/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC ' Stage-Area-Storage for Pond 2F: Sediment Forebay 2 Elevation Surface Storage (feet) (sq-ft) (cubic-feet) 148.00 1,026 0 148.05 1,050 52 148.10 1,073 105 ' 148.15 1,097 159 148.20 1,120 215 148.25 1,144 271 ' 148.30 1,167 329 148.35 1,190 388 148.40 1,214 448 148.45 1,237 509 148.50 1,261 572 148.55 1,285 635 148.60 1,308 700 148.65 1,332 766 148.70 1,355 833 148.75 1,379 902 148.80 1,402 971 148.85 1,425 1,042 ' 148.90 1,449 1,114 148.95 1,472 1,187 149.00 1,496 1,261 149.05 1,538 1,337 149.10 1,580 1,415 149.15 1,622 1,495 149.20 1,663 1,577 ' 149.25 1,705 1,661 149.30 1,747 1,747 149.35 1,789 1,836 149.40 1,831 1,926 149.45 1,873 2,019 149.50 1,914 2,114 149.55 1,956 2,210 149.60 1,998 2,309 149.65 2,040 2,410 overflow Weir Elevation 149.70 2,061 2,513 149.75 2,083 2,616 149.80 2,104 2,721 149.85 2,126 2,827 149.90 2,147 2,934 149.95 2,169 3,041 ' 150.00 2,190 3,150 150.05 2,190 3,150 150.10 2,190 3,150 Proposed Condition-01 Type /// 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here) Printed 10/18/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 8F: Sediment Forebay 8 , Elevation Surface Storage (feet) (sq-ft) (cubic-feet) ' 152.00 68 0 152.05 78 4 152.10 87 8 152.15 97 12 ' 152.20 106 17 152.25 116 23 152.30 126 29 152.35 135 36 ' 152.40 145 43 152.45 154 50 152.50 164 58 ' 152.55 174 66 152.60 183 75 152.65 193 85 152.70 202 95 152.75 212 105 152.80 222 116 152.85 231 127 152.90 241 139 ' 152.95 250 151 153.00 260 164 153.05 275 177 ' 153.10 290 191 153.15 305 206 153.20 320 222 153.25 335 238 ' 153.30 350 255 153.35 365 273 153.40 380 292 153.45 395 311 ' 153.50 410 331 153.55 424 352 153.60 439 374 153.65 454 396 ' 153.70 469 419 153.75 484 443 153.80 499 468 overflow weir elevation ' 153.85 514 493 153.90 529 519 153.95 544 546 154.00 559 574 ' 154.05 559 574 154.10 559 574 Project: Lowe's of: Proj. No: 127-3736-08028 rsm�aaec�+ R�zo City: Salem Date: 10/22/2010 State: MA Comp: MKM Stormwater Recharge Check : AFT Recharge Required *Based on DEP requirement Existing Impervious Area = 67,446 SF (Includes entire Project Area) Proposed Impervious Area = 508,831 SF (Includes entire Project Area) New Impervious Area = 441,385 SF = 10.13 AC Hydrologic Soil Target Depth Factor Goup (in) C 0.25 Calculation Summary Required Recharge Volume Impervious Area Required Volume Volume Provided Soil group (SF) CF CF C 441,385 9,196 16,071 Total 9,196 16,071 Recharge Provided (1) Total recharge volume provided in Extended Dry Detention Basin 2D below low level orifice (elev=149.60) = 15,363 CF (2) Total recharge volume provided in Extended Dry Detention Basin 8D below low level orifice (elev=152.50) =4,101 CF (3) Total recharge volume provided in Extended Dry Detention Basin 8D is a summation of sub-ponds We and 8Db (4) Cumulative storage volumes calculated using HydroCAD® watershed modeling program. P:\127-3736\08028\Drainage\Drainage Report ReSubmittal\Recharge_Calcs 10-22-10.xis Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" , Prepared by (enter your company name here) Printed 10/18/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2D: Detention Pond 2 ' Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) ' 148.00 7,866 0 153.30 24,405 83,228 148.10 8,078 797 153.40 24,717 85,684 148.20 8,291 1,616 153.50 25,029 88,171 148.30 8,503 2,455 153.60 25,341 90,690 ' 148.40 8,715 3,316 153.70 25,653 93,239 148.50 8,928 4,198 153.80 25,966 95,820 148.60 9,140 5,102 153.90 26,278 98,433 148.70 9,352 6,026 154.00 26,590 101,076 148.80 9,564 6,972 154.10 26,910 103,751 148.90 9,777 7,939 154.20 27,229 106,458 149.00 9,989 8,928 154.30 27,549 109,197 ' 149.10 10,234 9,939 154.40 27,868 111,968 149.20 10,480 10,974 154.50 28,188 114,771 149.30 10,726 12,035 154.60 28,508 117,605 149.40 10,971 13,120 154.70 28,827 120,472 ' 149.50 11,217 14,229 154.80 29,147 123,371 Low Flow 149.60 11,462 15,363 1 154.90 29,466 126,301 149.70 11,707 16,521 155.00 29,786 129,264 ' 149.80 11,953 17,704 155.10 30,298 132,268 149.90 12,199 18,912 155.20 30,811 135,324 150.00 12,444 20,144 155.30 31,323 138,430 150.10 12,951 21,414 155.40 31,835 141,588 ' 150.20 13,459 22,734 155.50 32,347 144,797 150.30 13,967 24,106 155.60 32,860 148,058 150.40 14,474 25,528 155.70 33,372 151,369 150.50 14,982 27,000 ' 150.60 15,489 28,524 150.70 15,996 30,098 150.80 16,504 31,723 150.90 17,012 33,399 ' 151.00 17,519 35,126 151.10 17,810 36,892 151.20 18,101 38,687 151.30 18,392 40,512 ' 151.40 18,683 42,366 151.50 18,974 44,249 151.60 19,264 46,161 ' 151.70 19,555 48,102 151.80 19,846 50,072 151.90 20,137 52,071 152.00 20,428 54,099 , 152.10 20,732 56,157 152.20 21,036 58,245 152.30 21,340 60,364 ' 152.40 21,644 62,513 152.50 21,948 64,693 152.60 22,252 66,903 152.70 22,556 69,143 ' 152.80 22,860 71,414 152.90 23,164 73,715 153.00 23,468 76,047 153.10 23,780 78,409 , 153.20 24,092 80,803 1 Proposed Condition-01 Type /Il 24-hr 100-Year Rainfall=6.60" Prepared by (enter your company name here} Printed 10/18/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC tStage-Area-Storage for Pond 8Da: Detention Pond 8a Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 150.00 106 0 152.65 650 708 150.05 117 6 152.70 650 708 150.10 128 12 152.75 650 708 ' 150.15 140 18 152.80 650 708 150.20 151 26 152.85 650 708 150.25 162 34 152.90 650 708 ' 150.30 173 42 152.95 650 708 150.35 184 51 153.00 650 708 150.40 196 60 153.05 650 708 150.45 207 70 153.10 650 708 ' 150.50 218 81 153.15 650 708 150.55 229 92 153.20 650 708 150.60 240 104 153.25 650 708 150.65 252 116 153.30 650 708 ' 150.70 263 129 153.35 650 708 150.75 274 143 153.40 650 708 150.80 285 156 153.45 650 708 150.85 296 171 153.50 650 708 ' 150.90 308 186 153.55 650 708 150.95 319 202 153.60 650 708 151.00 330 218 153.65 650 708 ' 151.05 346 235 153.70 650 708 151.10 362 253 153.75 650 708 151.15 378 271 153.80 650 708 151.20 394 290 153.85 650 708 ' 151.25 410 311 153.90 650 708 151.30 426 331 153.95 650 708 151.35 442 353 154.00 650 708 151.40 458 376 154.05 650 708 151.45 474 399 154.10 650 708 151.50 490 423 154.15 650 708 151.55 506 448 154.20 650 708 ' 151.60 522 474 154.25 650 708 151.65 538 500 154.30 650 708 151.70 554 527 154.35 650 708 151.75 570 556 154.40 650 708 151.80 586 584 154.45 650 708 151.85 602 614 154.50 650 708 151.90 618 645 154.55 650 708 151.95 634 676 154.60 650 708 ' 152.00 650 708 154.65 650 708 152.05 650 708 154.70 650 708 152.10 650 708 154.75 650 708 ' 152.15 650 708 154.80 650 708 152.20 650 708 154.85 650 708 152.25 650 708 154.90 650 708 152.30 650 708 154.95 650 708 152.35 650 708 155.00 650 708 152.40 650 708 152.45 650 708 Low Flow 152.50 650 708 ' 152.55 650 708 152.60 650 708 Proposed Condition-01 Type /// 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 10/18/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 8Db: Detention Pond 8b ' Elevation Surface Storage (feet) (sq-ft) (cubic-feet) ' 150.00 325 0 150.10 379 35 150.20 434 76 150.30 489 122 ' 150.40 543 174 150.50 598 231 150.60 652 293 150.70 706 361 , 150.80 761 434 150.90 816 513 151.00 870 598 ' 151.10 1,005 691 151.20 1,140 799 151.30 1,276 919 151.40 1,411 1,054 ' 151.50 1,546 1,202 151.60 1,681 1,363 151.70 1,816 1,538 151.80 1,952 1,726 ' 151.90 2,087 1,928 152.00 2,222 2,144 152.10 2,332 2,371 ' 152.20 2,443 2,610 152.30 2,553 2,860 152.40 2,664 3,121 52.50 2777- 3,393 Low Flow ' 152.60 2,884 3,675 152.70 2,995 3,969 152.80 3,105 4,274 152.90 3,216 4,590 ' 153.00 3,326 4,918 153.10 3,420 5,255 153.20 3,515 5,602 , 153.30 3,610 5,958 153.40 3,704 6,324 153.50 3,799 6,699 153.60 3,893 7,083 ' 153.70 3,987 7,477 153.80 4,082 7,881 153.90 4,177 8,294 154.00 4,271 8,716 , 154.10 4,526 9,156 154.20 4,780 9,621 154.30 5,035 10,112 154.40 5,290 10,628 ' 154.50 5,545 11,170 154.60 5,799 11,737 154.70 6,054 12,330 , 154.80 6,309 12,948 154.90 6,563 13,591 155.00 6,818 14,261 155.10 6,818 14,261 155.20 6,818 14,261 Tetra Tech Rizzo Project: Lowe's of Salem By: MKM Date: 10/22/2010 Location: Salem, MA Chkd: AFT Date: 10122/2010 Watershed Area: 1P A B C D E TSS Removal Starting TSS Amount Remaining BMP Rate Load* Removed (BxC) Load (C-D) Street Sweeping 0.10 1.00 0.100 0.90 Deep Sump/Hooded 0.25 0.90 0.225 0.68' Catchbasins 0 m X it c 3 Water Quality rn 0.80 0.68 0.540 0.14 s o; < w Structures ID * Equals remaining load from previous BMP Total TSS Removal =1 86.5% Source:Volume Two: Massachusetts Stormwater Handbook,Dated January 2009 prepared by MADEP,Section VI Case studies. P:\127-3736\08028\Drainage\Drainage Report Re-Submittal\TSSRemoval_10-22-10.xis Tetra Tech Rizzo Project: Lowe's of Salem By: MKM Date: 10/22/2010 Location: Salem. MA Chkd: AFT Date: 10/22/2010 Watershed Area: 2cP A B C D E TSS Removal Starting TSS Amount Remaining BMP Rate Load* Removed (BxC) Load (C-D) Street Sweeping 0.10 1.00 0.100 0.90 Deep Sump/Hooded 0.25 0.90 0.225 0.68 Catchbasins 0 d ;o 3 Water Quality �+ 0.80 0.68 0.540 0.14 ?; <° to Structures ID Extended Dry Detention Basin 0.50 0.14 0.068 0.07 with Sediment Forebay - * Equals remaining load from previous BMP Total TSS Removal = 93.3% Source:Volume Two:Massachusetts Stormwater Handbook, Dated January 2009 prepared by MADEP,Section A Case studies. P:\127-3736\08028\Drainage\Drainage Report Re-Submittal\TSSRemoval_10-22-10.xis Tetra Tech Rizzo Project: Lowe's of Salem By: MKM Date: 10/22/2010 Location: Salem, MA Chkd: AFT Date: 10/22/2010 Watershed Area: 8bP A B C D E TSS Removal Starting TSS Amount Remaining BMP Rate Load* Removed (BxC) Load (C-D) Street Sweeping 0.10 1.00 0.100 0.90 Deep Sump/Hooded 0.25 0.90 0.225 0.68 Catchbasins :EO w c3 Water Quality w 0.80 0.68 0.540 0.14 s o; < rn Structures ID j Extended Dry Detention Basin 0.50 0.14 0.068 0.07 with Sediment Forebay * Equals remaining load from previous BMP Total TSS Removal = 93.3% Source:Volume Two:Massachusetts Stormwater Handbook,Dated January 2009 prepared by MADEP,Section VI Case studies. P:\127-3736\08028\Drainage\Drainage Report Re-Submittal\TSSRemoval_10-22-1 O.xls Tetra Tech Rizzo Project: Lowe's of Salem By: MKM Date: 10/22/2010 Location: Salem, MA Chkd: AFT Date: 10/22/2010 Watershed Area: 9P A B C D E TSS Removal Starting TSS Amount Remaining BMP Rate Load* Removed (BxC) Load (C-D) Street Sweeping 0.10 1.00 0.100 0.90 Deep Sump/Hooded 0.25 0.90 0.225 0.68 Catchbasins a m A x -t Water Quality to 0.80 0.68 0.540 0.14 s ?; °< m Structures m * Equals remaining load from previous BMP Total TSS Removal = 86.5% Source:Volume Two:Massachusetts Stormwater Handbook, Dated January 2009 prepared by MADEP,Section VI Case studies. P:\127-3736\08028\Drainage\Drainage Report Re-Submittal\TSSRemoval_10-22-10.xls Tetra Tech Rizzo Project: Lowe's of Salem By: MKM Date: 10/22/2010 Location: Salem, Massachusetts Chkd: AFT Date: 1 0/2212 01 0 Cumulative TSS Removal Rate Basin Area Basin Weighted Basin ID AC Removal Rate Removal Rate 1 P 1.04 0.87 0.90 2cP 7.62 0.93 7.11 8bP 3.21 1 0.93 1 2.99 9P 3.22 1 0.87 1 2.79 Totals 15.09 13.78 Cumulative Rate = 13.78 15.09 = 0.913 Cumulative Rate = 91% (1) TSS removal calculations for 2a P, 2dP, 8cP, and 8dP were not included as they contain only pervious area consisting of woods, seeded area, etc. (2) TSS removal calculations for 2bP and 8aP were not included as they represent clean roof runoff for both the Lowe's building and the future Camp building. (3) TSS removal calculations for 4P, 5P, 6P, and 7P were not included as they represent non-project area not modifed in the proposed condition. P:\127-3736\08028\Drainage\Drainage Report Re-Submittal\TSSRemoval_10-22-10.xls ' STORMWATER Sizing Estimate - SO- LUTIOIVS INC. ' Provided by Jason Greenleaf on October 20, 2010 Retail Development-Salem Salem, MA ' Information provided by Austin Turner (Tetra Tech): Site information: Structure ID Area Runoff Tc Peak Design Flow- 25yr Coefficient (cfs) ' WQS 1 7.62 0.79 5 41.09 WQS 2 1.08 0.6 14.9 11.36 Sizing Summary: The following sizing summary lists the water quality system size for each design point. CONTECH Stormwater Solutions offers four types of water quality systems. The Vortechs@, VortSentry@, Vortsentry® HS and CDS@. ' The Vortechs@ system is a vaulted structure without an internal bypass for higher flows. Both VortSentry@, VortSentry® HS and CDS® systems are manhole structures with an internal bypass for higher flows. The Vortechs@ system can be designed to target three individual mean average particle gradations between 50, ' Typical (-85) and 150 microns. The VortSentry® system is sized to target particles at the mean average 106 micron gradation. The CDS® system is sized to target particles at the mean average 125 micron gradation. The VortSentry® HS system is sized to target particles at the mean average 240 micron gradation. For this ' project we recommend either the Vortechs@ or CDS® system. ' CDS@ System Sizing Option: The CDS@ Stormwater Treatment System is a high-performance hydrodynamic separator. Using patented continuous deflective separation technology, the CDS®system screens, separates and traps debris, sediment, and ' oil and grease from stormwater runoff. The indirect screening capability of the system allows for 100% removal of floatables and neutrally buoyant material without blinding. Flow and screening controls physically separate captured solids, preventing re-suspension and release of previously trapped pollutants ' CONTECH Stormwater Solutions typically selects the CDS@ model that will provide 80% net annual TSS Reduction while treating the specified WQF and bypassing the peak flow internally. 1 System Recommended CDS@ Model Calculated 1" WQF CDS@ Treatment cfs Capacity ' WQS 1 CDS 3030 5.84 6.1 WQS 2 PMSU 2015-4 1.45 1.4 ' 1 ' ©2006 CONTECH Stormwater Solutions 200 Enterprise Drive,Scarborough ME 04074 Page 1 of 2 contechstonnwater.com Toll-free:877.907.8676 Fax:207.885.9825 STORMWATER Sizing Estimate SOLUTIONS lec. Vortechs@ System Sizing Option: The CONTECH Stormwater Solutions Vortechs® stormwater treatment system is a hydrodynamic separator ' designed to enhance gravitational separation of floating and settleable materials from stormwater flows. Stormwater flows enter the unit tangentially to the grit chamber, which promotes a gentle swirling motion. As stormwater circles within the grit chamber, pollutants migrate toward the center of the unit where velocities are the lowest. The majority , of settleable solids are left behind as stormwater exits the swirl chamber. Stormwater flows then are directed below a floatables baffle wall, where buoyant debris and hydrocarbons are removed. Off-line Configuration: ' The Off-line Vortechs@ system is sized to remove a minimum of 80% Total Suspended Solids net annually for the given drainage area while treating the specified WQF and bypassing the peak design storm. Peak Design Calculated 1" WQF Recommended System Storm-S 5 yr (cfs) Vortechs Model , WQS 1 41.09 5.84 VX 5000 WQS 2 11.36 1.45 VX 2000 ' Maintenance: ' Like any stormwater best management practice, the Vortechs@, VortSentry@, VortSentry® HS and CDS® ' systems require regular inspection and maintenance to ensure optimal performance. Maintenance frequency will be driven by site conditions. Quarterly visual inspections are recommended, at which time the accumulation of pollutants can be determined. On average, the Vortechs@, VortSentry@, VortSentry® HS and ' CDS@ systems require annual removal of accumulated pollutants. 02006 CONTECH Stormwater Solutions 200 Enterprise Drive,Scarborough ME 04074 Page 2 of 2 ' contechstormwater.com Toll-free:877.907.8676 Fax:207.885.9825 1 1 VORTECHS SYSTEM'-5 ESTIMATED NETANNUAL SOLIDS LOAD REDUCTION RETAIL DEVELOPMENT- SALEM it UF f! ►i'!1L"Af!' SALEM, MA . �„� • MODEL NAME VORTECHS 5000 ' C6YSTftUCr10NP110DUCTSIM SITE DESIGNATION WQS I Design Ratio' = (7.62 acres) x{0.791 x (449 gigmdcfs) = 70.2 t (38.5 sf) 'ainfall Intensity Operating Rate Treated Flow %'Total Rainfall RmvL Effcv4 ReL Effcy ' "fhr gpmfsf cfs Volume 3 %e) (% 0.08 5.6 0.48 41:0% 98.0% 40.2% 0.16 11.2 0.95 23'9010 95.3% 22.8010 ' 0.24- 16.8 143 115% 90.6%0 10.4010 0.32 22.5 1:91 7.4% 86.1% 6.4% 0.40 28.1 2.39 4A% 83.1% 3.7% ' 0.48 33.7 2.86 2-9% 80.4% 2.3% 0:56 39.3 3.34 1.8%a 76.8% 1:4%0 0.64 44.9 3:82 1.2% 71.7% 0.8%0 ' 0.72 50.5 4.30 1.6% 64.A%a 1:0% 0.80 56.2' 4:77 0.6% 60.8% M% 1.00 702' 597 0.6% 48.9% 0.3% ' 1.40 98.3 8.35 1.4% 10.0% 0.1% 1.80 126.4 1074 0.9% 8.0% 0.1% 2.20 154.4 13.13 0.5%0 8:0% 0.0010 ' 90.1010 %rain falling at >0"/hr= 0.0%0 Assumed Removal Efficiency of remaining % = 0.0%0 ' Removal Efficiency Adjustments= 6.5% Predicted Net Annual Load' Removal Efficiency = 84% Design Ratio=(Total Drainage Area)x(Runoff Coefficient)x(cfs to gpm conversion)I Grit Chamber Area. - The Total Drainage Area and Runoff Coefficient is specified bythe site engineer. - The conversion factorfrom cls to gpm is 449. 'Operating Rate(gpmisf)=intensity f lhr)x Design Ratio 3ased on 7 years of data from NCDC station#3276, Groveland;Essex Countv, MA Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. 'culated by: JAG 10120110 Checked b VORTECHS SYSTEM° ESTIMATED NETANNUAL SOLIDS LOAD REDUCTION RETAIL DEVELOPMENT- SALEM ^4I41- ^u, SALEM, MA , s r I ,r�+, � MODEL NAME VORTECHS 2000 aarrtaauarsruc. SITE DESIGNATION WQS 2' Design Ratio' = 1.3.22 acres) x (0.6) x (449 gpmlcfs) 68.8 (12.6 sf) ' Bypass occurs at an elevation of 15' (at approximately 54 gpmisf) :ainfali'IntensiEv Operating Rate? Treated Flow % Total Rainfall Rmvi. Effcv° Rel. Effcy -1hr gpmfsf, cfs Volume % °la 008 55 0.15 41:0%0 98"_0% 401% 0.16 11.0 0.31 23.9% 95.3% 22 so,', 0.:24 16:5 0.46 11.5% 90':6% 10A% 032 22.0 0.62, 7.4% 86.1% 6.4%0 0:40 27.6 0.77 4.4% 83.8% 170fo O 6 0'.4$- 33.0 0'.92 2.910 $©:49'0 2.310 O' 0,56 3$.5 1.0$ 1,8% 772°#0 14% 064 44.0: 1:23 1_2%0 71.7%, 0.8% 0.72 49.5 1:39, 1.6% 65.6% 10% 080 55:3 1.56 0.8% 613% 0.5% 100 64.3 1:80 0.5% 510% 0.3%0 1.40' 64:2 1.80= 1.0% 11;9% 0.1% 180 74.6' 2.09; 0-5% 8:0%0': 0.0% 2.20 74.2' 2:09 0.3% 8.0% 0.0% 90:1% ,% rain failing at>0"lhror;bypassing treatment= 1.1%, Assumed removal efficiency for bypassed flows= 0.0% Estimated reduction in efficiency5= 6-5% ' Predicted Net Annual Load Removal Efficiency = 840A Design Ratio=[Total Drainage Area)x(Runoff Coefficient)x(cfs to gpm conversion)t Grit Chamber Area ' Dperating Rate(gpmfsf)=intensity('thr)x Design Ratio ' 3ased on 7 years of data from NCDC station#3276, Groveland,Essex Count!;, F41A :eduction due to use of 60-minute data for a site that has a time of concentration less than-30-minutes: culatedby: JAG 10.20/10 Checked 'by: ' 1 VORTECHS 2000, DESIGN NOTES VORTECHS 2000 RATED TREATMENT CAPACITYiS 2.18 CFS,OR PER LOCAL REGULATIONS. IF THE SITE CONDITIONS EXCEED RATED TREATMENT 1 10•,0• CAPACITY,AN UPSTREAM BYPASS STRUCTURE IS REQUIRED. ALUMINUM SWIRL THE STANDARD INLETIOUTLET CONFIGURATION IS SHOWN.FOR OTHER CONFIGURATION OPTIONS,PLEASE CONTACT YOUR CONTECH CHAMBER CONSTRUCTION PRODUCTS REPRESENTATIVE. w .omted�pl com 1 1 FLOW _ AA 1 , BAFFLE WALL FIJI WALL SITE SPECIFIC 1 DATA REQUIREMENTS Walerata�Ts � SECT -B U\gsn h0^m: TE,QUAmwRQUALFLow,RATE(CFs) 1 PEAK FLOW RATE(CFS) RETURN PERIOD OF PEAK FLOW(YRS) CONTRACTOR TO GROUT TO CONTRACTOR IS PROVIDE colkrFECHO �STORMWATER� PIPE DATA: I.E. MATERULL DIAMETER 1 FINISHED GRADE GRADE RINGIRISER �SOLUfI0�N5• • INLET PIPE 1 OUTLET I^'i1-'1 �� Of t OUTLET PIPE v _ ac6storRIW 0tO1 RIM ELEVATION _. - L ANTI-FLOTATION BALLAST WIDTH . ,HE..• IGHT TOP AND SIDES FRAME AND COVER NOTESISPECIAL REQUIREMENTS:- la • SEALED To VAULT (DIAMETER VARIES) N.T.S. 1 B B •PER ENGINEER OF RECORD I WEIR AND GENERAL NOTES ____ - ------ ORIFICE ORIFICE < 41. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. PLATES - ----- 2. DIMENSIONS MARKED WITH()ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. 3. FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHT,PLEASE CONTACT YOUR (7 CONTECH CONSTRUCTION PRODUCTS REPRESENTATIVE. www.=txmh-o.o F 4. VORTECHS WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION --- CONTAINED IN THIS DRAWING. 1 5. STRUCTURE SHALL MEET AASHTO HS20 AND CASTINGS SHALL MEET AASHTO M306 LOAD RATING.ASSUMING INLET PIPE GROUNDWATER ELEVATION AT,OR BELOW,THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO y OUTLET PIPE CONFIRM ACTUAL GROUNDWATER ELEVATION. q S. INLET PIPE(S)MUST BE PERPEDICULAR TO THE VAULT AND AT THE CORNER TO INTRODUCE THE FLOW TANGENTIALLY 1 iO TO THE SWIRL CHAMBER. DUAL INLETS NOT TO HAVE OPPOSING TANGENTIAL FLOW DIRECTIONS. 88 7. OUTLET PIPE(S)MUST BE DOWN STREAM OF THE FLOW CONTROL BAFFLE AND MAY BE LOCATED ON THE SIDE OR END OF THE VAULT. THE FLOW CONTROL WALL MAY BE TURNED TO ACCOMODATE OUTLET PIPE KNOCKOUTS ON THE SIDE _--_--- OF THE VAULT. INSTALLATION NOTES 1. ANY SUBBASE.BACKFILL DEPTH,ANDIOR ANTI-FLOTATION PROVISIONS ARE SITESPECIFIC DESIGN CONSIDERATIONS PERMANENT AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. POOL ELEV. 2 VORNTSENTRY HS MANHOLE STRUCTURE(LIFTINGCTOR TO PROVIDE EQUIPMENT WITH �CLUTCHES PROVIDEDICIENT LIFTING AND ). CAPACITY TO LIFT AND SET THE 1 SECTION A-A 3. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN'ALL STRUCTURE SECTIONS AND ASSEMBLE STRUCTURE. 4. CONTRACTOR TO PROVIDE,INSTALL,AND GROUT PIPES. MATCH PIPE INVERTS WITH ELEVATIONS SHOWN. 5. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO ASSURE UNIT IS WATER TIGHT,HOLDING WATER TO FLOWLINE INVERT MINIMUM. IT IS SUGGESTED THAT ALL JOINTS BELOW PIPE INVERTS ARE GROUTED. .. j, CIA\I m m Eur �' VORTECHS 2000 V YjJ Ol techs OONSTRUCnON PRODUCTS INC. STANDARD DETAIL r 9025 Come Polme Dr.,SeOe 400. West Chester.OH 45069 N V.&V•lpl:0.)WA16;RElAiEDFCV1O1 M1EN18 !— 80-338.1122 5134115-7000 513-645-7993 FAX ' VORTECHS 5000 DESIGN NOTES VORTECHS 5000 RATED TREATMENT CAPACITY IS 8.5 CFS,OR PER LOCAL REGULATIONS. IF THE SNE CONDITIONS EXCEED RATED TREATMENT ' CAPACITY,AN UPSTREAM BYPASS STRUCTURE IS REQUIRED. —I W-W THE STANDARD INLETKXJTLET CONFIGURATION IS SHOWN.FOR OTHER CONFIGURATION OPTIONS.PLEASE CONTACT YOUR CONTECH CONSTRUCTION PRODUCTS REPRESENTATIVE. ww xontetlrcq.mm ' ALUMINUM SWIRL /—C HAMBER f7 ' ?A }A -J SITE SPECIFIC FLOW DATA'REQUIFtE ANTS 44 9C h0 STRUCTURE ID \e ^fit WATER QUALITY FLOW RATE(CFS) ' BAFFLE WALL FLOW CONTROL WALL U PEAK FLOW RATE(CFS) SECTION B-s RETURN PERIOD OF PEAK FLOW(YRS) • TB�ES i GC'JLr! STORMWATER PIPE TA: I.E. .. MATERIAL DIAMETER CONTRACTOR TO GROUT TO CONTRACTOR TO PROVIDE INLET PIPE�1 FINISHED GRADE �/GRADE RISER o'r0 tGD t' INLET PIPE 2, ,. .'. �Ve DhStOTmWate RIM ELEVATION ANTI.FLOTATION BALLAST 1 WI I HEIGHT. ' ? TOP AND SIDES FRAME AND COVER rPER OTESISPECULL REQUIREMENTS: SEALED TO VAULT (DIAMETER VARIES) N.T.S. ' O ENGINEER OF RECORD 9$` WEIR AND B - L-------- ORIFIC : B PLATES ___ GENERAL NOTES 1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. 2. DIMENSIONS MARKED WITH()ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. -- i, 3. FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHT,PLEASE CONTACT YOUR `-- CONTECH CONSTRUCTION PRODUCTS REPRESENTATIVE. w .con0e�.wm I� INLET PIPE OUTLET 4. VORTECHS WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION 4 CONTAINED IN THIS DRAWING. c in 5. STRUCTURE SHALL MEET AASHTO HS20 AND CASTINGS SHALL MEET AASHTO M306 LOAD RATING,ASSUMING zd GROUNDWATER ELEVATION AT,OR BELOW,THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION. ---------- - - 6. INLET PIPE(S)MUST BE PERPEDICULAR TO THE VAULT AND AT THE CORNER TO INTRODUCE THE FLOW TANGENTIALLY _ TO THE SWIRL CHAMBER. DUAL INLETS NOT TO HAVE OPPOSING TANGENTIAL FLOW DIRECTIONS. 7. OUTLET PIPE(S)MUST BE DOWN STREAM OF THE FLOW CONTROL BAFFLE AND MAY BE LOCATED ON THE SIDE OR END PERMANENT OF THE VAULT. THE FLOW CONTROL WALL MAY BE TURNED TO ACCOMODATE OUTLET PIPE KNOCKOUTS ON THE SIDE y POOL ELEV. OF THE VAULT. ' INSTALLATION NOTES SECTION A-A 1. ANY SUBBASE,BACKFILL DEPTH,AND/OR ANTI-FLOTATION PROVISIONS'ARE SITESPECIflC DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. 2. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO UFT AND SET THE m VORTSENTRY HS MANHOLE STRUCTURE(LIFTING CLUTCHES PROVIDED). 3. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS AND ASSEMBLE STRUCTURE. 4. CONTRACTOR TO PROVIDE,INSTALL,AND GROUT PIPES. MATCH PIPE INVERTS WITH ELEVATIONS SHOWN. 5. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO ASSURE UNIT IS WATER TIGHT,HOLDING WATER TO FLOWLINE INVERT MINIMUM. IT IS SUGGESTED THAT ALL JOINTS BELOW PIPE INVERTS ARE GROUTED. 9� 101 V%rte&s, W4 101 �� VORTECHS 5000 CON5UC710N PRODUCTS INC. ' . xmnt.ch�FL.em STANDARD DETAIL w.aEa . H uaw.ee:areu.raaFumvamv�wmn 9025 Centre Pointe Dr.,6uits 400. West Chester,OF145069 800.33&1122 513845.7000 513645.7993 FAX ' FOR INFORMATIONAL PURPOSES ONLY NOT INTENDED AS A CONSTRUCTION DOCUMENT BYPASS AND JUNCTION STRUCTURES NOT SUPPLIED BY CONTECH STORMWATER SOLUTIONS- ' BYPASS OR STORMGATE JUNCTION MANHOLE ' MANHOLE (OPTIONAL) 1� s BYPASS TO OUTFALL ------------------ --------------------- _—_—_—_—_— ' '1 BYPASS WEIR LENGTH AND l I CREST ELEVATION TO BE DETERMINED BY CONTECH STORMWATER SOLUTIONS 5'-0"MIN. I 1 I ' RECOMMENDED 1 1 I I 1 I l 1 I I l 1 1 I l I ALTOUTLET 1 TO OUTFALL A C A r 1 ' VORTECHS SYSTEM • 10.1 ACTUAL ORIENTATION AND LAYOUT MAY VARY DUE TO SITE SPECIFIC CONSIDERATIONS 1 t This CADD file is for the purpose of specifying stoonwater treatment equipment to be furnished by Contech Stonnwater Solutions and may only be transferred to other documents exactly as pmNded by Contech Stormwater Solutions. Title block Infomafon,excluding the Canteen Stomnvater Solutions logo and the Vodechs Stormwater Treatment System designation and patent number,may be deleted if necessary. Revisions to any part ofthis CADD fle without priorcoordinatlon with Conteeh Stomrwater Solutions shall be considered unauthorized use of proPdetaryinformadw. w��u�ewu® ��1►�:� i ��:-! TYPICAL BYPASS LAYOUT STORMWATER VORTECHS° STORMWATER TREATMENT SYSTEM SOLUTIONSF contechstormwater.com DATE:6/15106 ISCALENONE I FILE NAME:TYPVXBPLOR DRAWN:GMC CHECKED:NDG III ' 1 Appendix F tStormwater Operations and Maintenance Plans t ' Lowe's Stormwater Operations and Maintenance Plan ' The Stormwater Management System will be the overall responsibility of Lowe's. The General Contractor(under Contract with Lowe's) will appoint a Project Manager who will be responsible during construction. The Lowe's Store Manager will be responsible ' for operation and maintenance of the storm water management system during store operations. ' The schedule for inspection and maintenance during and after construction is as follows. Schedule for Inspection and Maintenance during Construction: ■ Silt Fence: The silt fence will be installed prior to the commencement of construction. The fence will be inspected by the Construction Manager on a ' weekly basis, as well as, prior to storm events and after storm events to ensure its integrity. Portions of the erosion control barrier will be replaced and/or repaired as necessary to prevent erosion. ■ Construction Entrance and Street Sweeping: The construction entrance will be installed prior to commencement of construction. The public way will be ' inspected daily. Any tracking of sediment onto the public way is to be removed immediately by street sweeping. I ' Slope Stabilization: All slopes will be stabilized within fourteen (14) days of final grading as shown on the project plans. Areas in failure will be re-graded to final grade and stabilized as necessary. ' Catch Basin Inlet Protection: The catch basin inlet protection will be installed immediately after installation of catch basin grates. The catch basin inlet ' protection will be inspected weekly, and immediately after storm events. The silt bags will be cleaned out and replaced when necessary. ' Construction Completion: The entire stormwater management system will be inspected upon completion of construction. Portions of the system containing sediment will have the sediment removed and disposed of in a safe and legal tmanner. Schedule for Inspection and Maintenance after Construction: ■ Deep Sump/Hooded Catch basins& Water Quality inlets: Catch basins and water quality inlets will be inspected on a quarterly basis. Collection of accumulated ' sediment and hydrocarbons will be accomplished by means of vacuum pumping. Disposal of accumulated sediment and hydrocarbons will be performed in accordance with applicable local, state and federal regulations. ■ Sediment Forebays: After construction, the sediment forebays will be inspected after every major storm for the first few months to ensure proper stabilization and I ' 1 1 function. Thereafter, they will be inspected monthly. Collection of accumulated ' sediment should be performed four times per year and when sediment depth is between 3 to 6 feet. ' ■ Extended Dry Detention Basins: After construction,the extended dry detention basins will be inspected after every major storm for the first few months to ensure ' proper stabilization and function. Thereafter, they will be inspected twice per year. The outlet control structure should be examined for evidence of clogging or outflow release greater than design flow at least twice per year. The upper-stage, ' side slopes, embankment, and emergency spillway should be mowed twice per year. Collection of accumulated sediment should be performed at least once every five years. , • Stormwater Quality Units: • Inspection: During the first year of operation frequent inspections of the ' rate of accumulated sediment volume within the grit chamber will be performed. Based on this an appropriate maintenance plan will be , established. After the first year,the inspection schedule will be reviewed and modified based on the information from the inspections. At minimum inspections will be performed twice per year(spring and fall). ' • The Stormwater Quality units will be cleaned when inspections reveal that the sediment level has accumulated within 12-18" of the dry weather ' water surface elevation; as per the manufacture's recommendation. Any hazardous material spill will be cleaned immediately. • Cleaning: Storwater Quality units will be cleaned out with a vacuum truck. ' Cleanout should be done is dry weather conditions when no flow is entering the system. ' • Trash Removal: The parking lot will be inspected on a frequent basis to remove any trash accumulation. ' ■ Street sweeping: Street sweeping will occur at least twice a year, once coinciding with the end of the winter sanding season and once during the late fall. ' The entire storm water management system, including piping, catches basins, manholes, and other BMPs will be cleaned prior to final site acceptance. Sediment and debris will , be removed and disposed of in a safe and legal manner. The overall storm water management system will be inspected periodically by the Lowe's Store Manager to ensure that all systems are operating properly. ' ' Camp Lion Stormwater Operations and Maintenance Plan ' The Stormwater Management System associated with the Camp Lion facilities will be the overall responsibility of Camp Lion. The General Contractor(under Contract with Camp Lion)will appoint a Project Manager who will be responsible during construction. The ' Camp Director will be responsible for operation and maintenance of the storm water management system during store operations. The schedule for inspection and maintenance during and after construction is as follows. Schedule for Inspection and Maintenance during Construction: ' Silt Fence: The silt fence will be installed prior to the commencement of construction. The fence will be inspected by the Construction Manager on a weekly basis, as well as,prior to storm events and after storm events to ensure its integrity. Portions of the erosion control barrier will be replaced and/or repaired as necessary to prevent erosion. ' Construction Entrance and Street Sweeping: The construction entrance will be installed prior to commencement of construction. The public way will be inspected daily. Any tracking of sediment onto the public way is to be removed immediately by street sweeping. ' Slope Stabilization: All slopes will be stabilized within fourteen (14) days of final grading as shown on the project plans. Areas in failure will be re-graded to final grade and stabilized as necessary. ' Catch Basin Inlet Protection. The catch basin inlet protection will be installed immediately after installation of catch basin grates. The catch basin inlet ' protection will be inspected weekly, and immediately after storm events. The silt bags will be cleaned out and replaced when necessary. t Construction Completion The entire stormwater management system will be inspected upon completion of construction. Portions of the system containing sediment will have the sediment removed and disposed of in a safe and legal ' manner. Schedule for Inspection and Maintenance after Construction: ' Deep Sump/Hooded Catch basins & Water Quality inlets: Catch basins and water quality inlets will be inspected on a quarterly basis. Collection of accumulated sediment and hydrocarbons will be accomplished by means of vacuum pumping. Disposal of accumulated sediment and hydrocarbons will be performed in accordance with applicable local, state and federal regulations. ' Sediment Forebays: After construction, the sediment forebays will be inspected after every major storm for the first few months to ensure proper stabilization and function. Thereafter, they will be inspected monthly. Collection of accumulated ' sediment should be performed four times per year and when sediment depth is between 3 to 6 feet. ' • Extended Dry Detention Basins: After construction, the extended dry detention basins will be inspected after every major storm for the first few months to ensure , proper stabilization and function. Thereafter, they will be inspected twice per year. The outlet control structure should be examined for evidence of clogging or outflow release greater than design flow at least twice per year. The upper-stage, ' side slopes, embankment, and emergency spillway should be mowed twice per year. Collection of accumulated sediment should be performed at least once every five years. , ■ Stormwater Quality Units: • Inspection: During the first year of operation frequent inspections of the ' rate of accumulated sediment volume within the grit chamber will be Performed. Based on this an appropriate maintenance plan will be established. After the first year, the inspection schedule will be reviewed ' and modified based on the information from the inspections. At minimum inspections will be performed twice per year(spring and fall). ' • The Stormwater Quality units will be cleaned when inspections reveal that the sediment level has accumulated within 12-18" of the dry weather , water surface elevation; as per the manufacture's recommendation. Any hazardous material spill will be cleaned immediately. ■ Cleaning: Storwater Quality units will be cleaned out with a vacuum truck. ' Cleanout should be done is dry weather conditions when no flow is entering the system. ' ■ Trash Removal: The parking lot will be inspected on a frequent basis to remove any trash accumulation. ■ Street sweeping: Street sweeping will occur at least twice a year, once coinciding ' with the end of the winter sanding season and once during the late fall. ' The entire storm water management system, including piping, catches basins,manholes, and other BMPs will be cleaned prior to final site acceptance. Sediment and debris will be removed and disposed of in a safe and legal manner. The overall storm water ' management system will be inspected periodically by the Camp Director to ensure that all systems are operating properly. ' City of Salem Stormwater Operations and Maintenance Plan ' The Stormwater Management System associated with the City of Salem water tower will be the overall responsibility of the City of Salem. The General Contractor(under Contract with The City of Salem) will appoint a Project Manager who will be responsible t during construction. The City of Salem will be responsible for operation and maintenance of the storm water management system during store operations. ' The schedule for inspection and maintenance during and after construction is as follows. Schedule for Inspection and Maintenance during Construction: ■ Silt Fence: The silt fence will be installed prior to the commencement of construction. The fence will be inspected by the Construction Manager on a ' weekly basis, as well as,prior to storm events and after storm events to ensure its integrity. Portions of the erosion control barrier will be replaced and/or repaired as necessary to prevent erosion. ' Construction Entrance and Street Sweeping: The construction entrance will be installed prior to commencement of construction. The public way will be ' inspected daily. Any tracking of sediment onto the public way is to be removed immediately by street sweeping. ' Slope Stabilization: All slopes will be stabilized within fourteen (14) days of final grading as shown on the project plans. Areas in failure will be re-graded to final grade and stabilized as necessary. ' Catch Basin Inlet Protection: The catch basin inlet protection will be installed immediately after installation of catch basin grates. The catch basin inlet ' protection will be inspected weekly, and immediately after storm events. The silt bags will be cleaned out and replaced when necessary. ' Construction Completion: The entire stormwater management system will be inspected upon completion of construction. Portions of the system containing sediment will have the sediment removed and disposed of in a safe and legal ' manner. Schedule for Inspection and Maintenance after Construction: tDeep Sump/Hooded Catch basins & Water Quality inlets: Catch basins and water quality inlets will be inspected on a quarterly basis. Collection of accumulated sediment and hydrocarbons will be accomplished by means of vacuum pumping. Disposal of accumulated sediment and hydrocarbons will be performed in accordance with applicable local, state and federal regulations. ' Trash Removal: The parking lot will be inspected on a frequent basis to remove any trash accumulation. 1 ■ Street sweeping: Street sweeping will occur at least twice a year, once coinciding 1 with the end of the winter sanding season and once during the late fall. The entire storm water management system, including piping, catches basins, manholes, 1 and other BMPs will be cleaned prior to final site acceptance. Sediment and debris will be removed and disposed of in a safe and legal manner. The overall storm water 1 management system will be inspected periodically by The City of Salem to ensure that all systems are operating properly. 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 11 1 1 1 1 li 1 Appendix G Long-Term Pollution Prevention Plans 1 Long Term Pollution Prevention Plan 1 ' Lowe's Home Centers, Inc. Highland Avenue ' Salem, Massachusetts Good Housekeeping Practices ' The Owner/Operator shall employ the use of good housekeeping practices by adhering to the maintenance schedules and procedures described in the Stormwater Operations and Maintenance Plan provided in Appendix E of this report. ' Provisions for storing materials and waste products inside or under cover The storage of hazardous materials and waste is not anticipated at this site. ' Vehicle washing controls The washing of vehicles is not anticipated at this site. In the event that vehicle washing is conducted at the site, it will be performed in a location where runoff can be collected in the closed stormwater collection system and directed to a stormwater quality device. Runoff resulting from vehicle washing will not be directly discharged to a wetland. Requirements for routine inspections and maintenance of stormwater BMP's The Owner/Operator will utilize the Stormwater Operations and Maintenance Plan contained in Appendix E of this report for use in the maintenance of the stormwater BMP's. ' Spill prevention and response plans There is limited risk of a large spill requiring action at this site. Spills requiring action will most likely be associated with motor vehicle activity. In the event of a large spill ' contact Info Trak at 1-888-429-6281 to determine if the spill is reportable. Info Trak has been retained by Lowe's to provide this service to Lowe's facilities. Info Trak will notify the appropriate authorities immediately if the spill quantity is determined to be ' reportable. Provisions for maintenance of lawns, gardens, and other landscaped areas ' The use of chemical fertilizers will be minimized to the maximum extent practicable. If fertilizers must be used,they will be worked into the soil to limit exposure to stormwater. ' Requirements for storage and use of fertilizers, herbicides, and pesticides Fertilizers, herbicides, and pesticides will be stored in their original containers with the ' original labels in legible condition. These substances will be stored in covered, dry areas. The use of fertilizers, herbicides, and pesticides will be minimized to the maximum extent practicable. ' Provisions for solid waste management Solid waste management systems shall be inspected and maintained in accordance with all local, state, and federal solid waste management regulations. 1 � 1 Long Term Pollution Prevention Plan 2 Lowe's Home Centers, Inc. , Highland Avenue Salem, Massachusetts ' Emergency and Regulatory Contacts City of Salem Fire Department 911 /(978) 744-6990 ' City of Salem Police Department 911 /(978) 744-0171 City of Salem Department of Emergency Management (978) 744-3936 ' Massachusetts Department of Environmental Protection (617) 292-5500 t United States Environmental Protection Agency (617) 918-1111 1 Long Term Pollution Prevention Plan 1 ' Camp Lion Highland Avenue ' Salem, Massachusetts Good Housekeeping Practices The Owner/Operator shall employ the use of good housekeeping practices by adhering to the maintenance schedules and procedures described in the Stormwater Operations and Maintenance Plan provided in Appendix E of this report. ' Provisions for storing materials and waste products inside or under cover The storage of hazardous materials and waste is not anticipated at this site. ' Vehicle washing controls The washing of vehicles is not anticipated at this site. In the event that vehicle washing is ' conducted at the site, it will be performed in a location where runoff can be collected in the closed stormwater collection system and directed to a stormwater quality device. Runoff resulting from vehicle washing will not be directly discharged to a wetland. Requirements for routine inspections and maintenance of stormwater BMP's The Owner/Operator will utilize the Stormwater Operations and Maintenance Plan contained in Appendix E of this report for use in the maintenance of the stormwater BMP's. ' Spill prevention and response plans There is limited risk of a large spill requiring action at this site. Spills requiring action will most likely be associated with motor vehicle activity. In the event of a large spill ' contact the following: MassDEP's 24-hour emergency response notification line at 888-304-1133 ' Additional emergency contacts are included at the end of this document. ' Provisions for maintenance of lawns, gardens, and other landscaped areas The use of chemical fertilizers will be minimized to the maximum extent practicable. If fertilizers must be used, they will be worked into the soil to limit exposure to stormwater. ' Requirements for storage and use of fertilizers, herbicides, and pesticides ' Fertilizers, herbicides, and pesticides will be stored in their original containers with the original labels in legible condition. These substances will be stored in covered, dry areas. The use of fertilizers, herbicides, and pesticides will be minimized to the maximum ' extent practicable. Provisions for solid waste management t Solid waste management systems shall be inspected and maintained in accordance with all local, state, and federal solid waste management regulations. Long Term Pollution Prevention Plan 2 Camp Lion ' Highland Avenue Salem, Massachusetts , Emergency and Regulatory Contacts City of Salem Fire Department 911 /(978) 744-6990 t City of Salem Police Department 911 /(978) 744-0171 City of Salem Department of Emergency Management (978) 744-3936 ' Massachusetts Department of Environmental Protection (617) 292-5500 , United States Environmental Protection Agency (617) 918-1111 Long Term Pollution Prevention Plan 1 1 City of Salem Highland Avenue 1 Salem, Massachusetts Good Housekeeping Practices ' The Owner/Operator shall employ the use of good housekeeping practices by adhering to the maintenance schedules and procedures described in the Stormwater Operations and Maintenance Plan provided in Appendix E of this report. Provisions for storing materials and waste products inside or under cover The storage of hazardous materials and waste is not anticipated at this site. ' Vehicle washing controls The washing of vehicles is not anticipated at this site. In the event that vehicle washing is ' conducted at the site, it will be performed in a location where runoff can be collected in the closed stormwater collection system and directed to a stormwater quality device. Runoff resulting from vehicle washing will not be directly discharged to a wetland. tRequirements for routine inspections and maintenance of stormwater BMP's The Owner/Operator will utilize the Stormwater Operations and Maintenance Plan contained in Appendix E of this report for use in the maintenance of the stormwater BMP's. ' Spill prevention and response plans There is limited risk of a large spill requiring action at this site. Spills requiring action will most likely be associated with motor vehicle activity. In the event of a large spill ' contact the following: MassDEP's 24-hour emergency response notification line at 888-304-1133 ' Additional emergency contacts are included at the end of this document. ' Provisions for maintenance of lawns, gardens, and other landscaped areas The use of chemical fertilizers will be minimized to the maximum extent practicable. If fertilizers must be used, they will be worked into the soil to limit exposure to stormwater. Requirements for storage and use of fertilizers, herbicides, and pesticides ' Fertilizers, herbicides, and pesticides will be stored in their original containers with the original labels in legible condition. These substances will be stored in covered, dry areas. The use of fertilizers, herbicides, and pesticides will be minimized to the maximum ' extent practicable. Provisions for solid waste management Solid waste management systems shall be inspected and maintained in accordance with all local, state, and federal solid waste management regulations. 1 Long Term Pollution Prevention Plan 2 City of Salem ' Highland Avenue Salem, Massachusetts , Emergency and Regulatory Contacts City of Salem Fire Department 911 /(978) 744-6990 ' City of Salem Police Department 911 /(978) 744-0171 City of Salem Department of Emergency Management (978) 744-3936 ' Massachusetts Department of Environmental Protection (617) 292-5500 ' United States Environmental Protection Agency (617) 918-1111 t 1 1� APPENDIX B "Drainage Report" For Proposed Walmart Store i t DRAINAGE REPORT For Proposed WALMART STORE ' Highland Avenue (Route 10.7) ' City of5alem, Massachusetts Essex County ' Prepared for: Walmurt Stores, Inc. ' Prepared by: 60HLER ENGINEERING 352 Turnpike Road Southborough,MA 01772 (508)480-9900 TEL. SN OF4gc oa TTHEW D. yc SMITH CIVIL o.45496 CISTEA' �e� j Yf7 ' Matthew D. Smith,P.E. Massachusetts P.E. Lic.#45496 ' BOH LE E N G I N E E R I N G Date: February 9,2010 BEPC M060610 1 TABLE OF CONTENTS tPAGE ' I. EXECUTIVE SUMMARY 3 II. EXISTING SITE CONDITIONS 4 III. PROPOSED SITE CONDITIONS 4 IV. MA DEP STORMWATER MANAGEMENT STANDARDS 5 ' V. METHOD 8 VI. SUMMARY 9 tAPPENDICES ' A. USGS MAP B. NRCS SOIL MAPPING C. PRE-DEVELOPMENT AND POST-DEVELOPMENT WATERSHED MAPS ' D. STORMWATER ATTENUATION CALCULATIONS E. WATER QUALITY/GROUNDWATER RECHARGE CALCULATIONS F. STORM SEWER SIZING ' G. OPERATION AND MAINTENANCE PLAN H. LONG TERM POLLUTION PREVENTION PLAN t ' 2 tI. EXECUTIVE SUMMARY This report examines the changes in drainage that can be expected as a result of the construction of a 152,200± square foot Walmart store at the location of the existing Walmart at 450 Highland Avenue I ' (Route 107). A separate Lowe's home improvement center and a municipal water supply tank are also proposed as part of the project, but will drain to drainage facilities separate from the Walmart system and ' are detailed in a separate drainage report by others. The Walmart component of the project is essentially hydraulically independent of the other portions of the project, with the exception of a portion of the main ' entrance drive, which drains to Highland Avenue and is included within this report. The existing site contains a 109,500± sf building which includes an existing Walmart. The building and paved parking areas on the site currently drain to the Highland Avenue drainage system. Similarly, ' under developed conditions, the proposed storm drainage system including a proposed detention basin behind the new building will drain to the Highland Avenue system. The undeveloped portion of the site ' to the northwest will continue to drain to the northwest into an existing wetland. Post-development flow rates will be less than pre-development runoff rates as follows: ' To Highland Avenue Frequency . Existirig.Flow Prop bsed Flow !: Change (Yrs) (CFS) (CFS) (CFS)•, , 2 27.05 25.74 -1.31 ' 10 47.62 42.38 -5.24 25 61.18 53.10 -8.08 100 77.85 66.14 -11.71 ' To West of Site ' $requency, Exrsting Flow Proposed Flow Change Yrs) (CFS) (CFS) (CFS) ' 2 5.85 4.15 -1.70 10 13.17 10.59 -2.58 ' 25 18.41 15.03 -3.38 100 25.13 20.22 -4.91 3 All proposed catch basins will incorporate deep sumps and trap hoods. Additional water quality will be provided by swirl-type hydrodynamic separators and a detention basin. Total TSS removal rates will meet or exceed the DEP's required 80% removal rate. ' II. EXISTING SITE CONDITIONS ' The project is part of an approximate 88-acre assemblage of parcels located on the southbound side of ' Highland Avenue near Clark Street in Salem, Massachusetts. The north part of the property is currently developed with a 109,500f square foot building containing a 97,000± square foot Walmart and other retail stores. There is a Meineke car service shop immediately to the south fronting Highland Avenue. Inclusive of the buildings and parking areas, there are approximately 9.7 acres of impervious surface , within the 21.2 acre watershed (46% impervious) that drains to the Highland Avenue drainage system. An Existing Drainage Area Map is included in Appendix C. Soil maps indicate that soils at the site are , hydrologic type B; however due to extensive ledge at the site, both exposed and near the ground surface, a hydrologic soil type of C has been used in the drainage calculations to better model existing conditions. ' A letter from the geotechnical engineer supporting this soil type is included in Appendix B. As can be seen on the Existing Drainage Area Map, the entire developed part of the Walmart site lies in the low point between two ledge slopes and the whole area drains toward Highland Avenue, where the ' runoff is intercepted by the Highland Avenue drainage system. This system ultimately passes under the road through a 30 inch pipe which discharges on the east side of the road. The undeveloped west portion of the site consists mainly of wooded rocky slopes with large areas of exposed ledge which drain from , high points at the north and south to a low point in the middle. This natural swale drains to on off-site area of wetlands to the west which eventually discharge to Spring Pond. ' III. PROPOSED SITE CONDITIONS ' A 152,200± square foot Walmart store is proposed along with a separate 153,000± square foot Lowe's home improvement center which is detailed in a separate drainage report. Additionally, a municipal , 4 1 ' water tank and access drive are proposed southwest of the Walmart site. A detention basin is proposed to the west of the Walmart store which will receive clean runoff from the Walmart building's roof. The ' remainder of the Walmart site will drain to the Highland Avenue drainage system. Please refer to the Proposed Drainage Area Map in Appendix C. ' Storm Sewer System For the Walmart site, a closed storm sewer system will capture runoff from parking areas which will be ' treated by a stormwater quality device and discharge to the existing Highland Avenue storm sewer system. The storm sewer system has been sized to adequately convey the 25 year design storm with a ' minimum pipe size of 12"and minimum pipe slope of 0.5%. Detention Basin A detention basin with 74,500 cubic feet (1.7 acre-feet) of storage is proposed in the natural Swale area ' behind the proposed Walmart. The detention basin will take advantage of the natural contours to provide storage in this area and will avoid disturbance within the 100 foot regulated bordering vegetated ' wetland buffer. A swale is proposed above the north side of the basin to divert runoff from the hill above away from the detention basin towards it natural point of discharge to the west. The basin will drain through a multi-stage outlet structure that will discharge to pipes leading through ' the Walmart parking lot to the Highland Avenue drainage system. An emergency spillway is provided ' above the computed 100 year water surface elevation, and the top of the basin berm will provide more than one foot of freeboard above the 100 year water surface elevation. A pipe outlet will be provided ' through the west side of the basin to provide runoff to the off-site wetlands to the west. This outlet pipe has been sized to discharge enough water to simulate existing conditions at the wetlands. IV. MASSACHUSETTS DEP STORMWATER MANAGEMENT STANDARDS ' The following section describes the project's conformance with the Massachusett DEP's current Stormwater Management Standards, as of January 2, 2008. 1 ' 5 1 Low Impact Development (LID) Measures The extent of proposed impervious surfaces has been minimized as much as possible. The proposed ' parking provides less than is required by zoning and less than preferred by prototypical configuration for Walmart. Walmart's preferred parking ratio is 5.0 spaces /1,000 square feet of building area and would , require a total of approximately 761 spaces at this store location. Approximately 851 parking spaces are , required per the City of Salem Zoning Ordinance and 611 parking spaces are provided. Therefore, impervious area for parking spaces has been reduced through a reduction in the amount of parking ' typically required. Standard#1- Untreated Storm Water ' Runoff from proposed impervious surfaces will be treated for stonnwater quality prior to ' discharge through swirl-type separators and clean rooftop runoff will be conveyed into the above- ground detention basin. ' Standard#2: Post Development Peak Discharge Rales ' Runoff rates for the pre-development and post-development conditions were calculated for the 2- year, 10-year, 25-year and 100-year 24-hour storm events. These calculations are provided in ' Appendix D. As summarized in previous sections of this report, there will be no increase in stormwater runoff rates from the site for the 2, 10, 25, and 100 year storms, as required by City ' and State regulations. ' Standard#3• Recharge to Groundwaler Due to the presence of shallow ledge throughout the site, meeting recharge requirements is not possible. However, please note that the existing project area contains approximately 9.7 acres of t impervious area. Only the runoff from new impervious areas is to be recharged. The proposed detention basin provides an adequate recharge volume, as demonstrated in the calculations ' included in Appendix E. However, due to underlying ledge conditions, full recharge may not occur. t 6 ' 1 � 1 Standard 94: 80% TSS Removal ' The proposed Best Management Practices for this site provide for at least 80%TSS removal and ' consist of a"process train" which includes both nonstructural and structural techniques. In every case, street cleaning and deep sump catch basins are used to reduce pollutant loading. The TSS removal rate will be at least 80%. The 80%TSS removal rate is based on information ' available for the swirl-type water quality units, as approved by MassDEP. Standard 95: Land Use with Higher Potential Pollutant Loads ' The proposed project is considered a land uses with"Higher Potential Pollutant Loads", and as such has been designed in accordance with the Massachusetts Stormwater Handbook. Standard#6: Protection of Critical Areas ' The site does not contain, nor directly discharge to any critical areas, as defined by the Department of Environmental Protection. ' Standard#7: Redevelopmenl Proiecls While the site may be considered a partial redevelopment project, all applicable stormwater tmanagement standards have been met, with the exception of groundwater recharge for the reasons noted above. Standard#8: Erosion/Sediment ControlDuriniz Construction ' An erosion and sediment control plan has been developed for.this project implementing at a minimum: silt fence, a crushed stone construction exit, catch basin inlet protection, and ' provisions for stabilizing disturbed areas. A NPDES Construction General Permit will be filed with the U.S. EPA. 7 Standard 99: Operation/Maintenance Plan ' An Operation and Maintenance Plan developed in accordance with the Stormwater Management ' Standards will be provided. A draft plan is included in Appendix F. Standard#10: llllicit DischarjZes The proposed stormwater system will convey only stormwater and allowable non-storm ' discharges (firefighting water, landscape irrigation, air conditioning condensate, etc.) and will not contain any illicit discharges from prohibited sources. ' V. METHOD Storm Sewer System The storm sewer system was analyzed using the Rational Formula method and the Intellisolve Storm Sewers Program. Times of concentration for the drainage areas were assumed to be 5 minutes,which produces the most conservative results. Runoff"o"coefficients were calculated using a value of 0.3 for ' grassed areas and 0.9 for impervious areas. Detention Ponds The pre and post development rates from the detention pond were computed using the Hydrocad ' computer program. The drainage area information, pond volume and outlet information were entered into the program, which routes storm flows based on NRCS TR-20 and TR-55 methods. The other ' components of the model were determined following standard NRCS procedures for Curve Numbers ' (CNs) and times of concentrations. The following rainfall data was utilized in the calculations: Frequency 2 year 10 year . 25 year 100 year ' Rainfall (inches) 3.1 4.5 5.4 6.5 t All of the input variables and calculations can be found in the computer calculations contained in ' Appendix D. 8 ' Water Quality/Groundwater Recharee The water quality volumes provided were calculated following the guidelines of the Massachusetts ' Stormwater Management Handbook. V1. SUMMARY The peak runoff rates from the developed site will be less than existing rates as follows: To Highland Avenue ' Frequency Existing_ low . 'Proposed Flow Change �4FSj (CFS) 2 27.05 25.74 -1.31 10 47.62 42.38 -5.24 ' 25 61.18 53.10 -8.08 100 77.85 66.14 -11.71 To West of Site Frequency Existing flow Proposed Flow. Change ' (yrsj (CPS) (CPS) (CFS) 2 5.85 4.15 -1.70 10 13.17 10.59 -2.58 25 18.41 15.03 -3.38 100 25.13 20.22 4.91 Water quality at the site will be in accordance with Massachusetts Stormwater Management guidelines, ' and will incorporate the use of street sweeping, water quality units and TSS removal within the proposed detention basin. The combination of these treatments will result in a total suspended solids removal rate ' of over 80%. The project meets all applicable DEP Stormwater Handbook standards and should have no adverse impacts on the surrounding environment. ' 9 1 1 ' APPENDIX A USGS MAP t II 1 i 1 1BOHLER ENGINEERING *CIVIL & CONSULTING ENGINEERS -PROJECT MANAGERS -ENVIRONMENTAL & SITE PLANNERS -MUNICIPAL ENGINEERS 352 Turnpike Road Southboro, MA 01772 ' (508) 480-9900 Fax: (508) 480-9080 tea. "R;" w' � ' t C.'• °'} w �s �k 3'- .4, ,• e �� , .m,l� r•.ti ', and ,r d� �y a .s+ °` 4« n:}\ • t � E�. r-�- ,es' �}.. is � t � l 1•^x4 � 414'' ii-.+y I ' VICINITY MAP 4"=2000' ' 450 HIGHLAND AVENUE (ROUTE 107) TOWN OF SALEM ESSEX COUNTY, MASSACHUSETTS 1 I1 � APPENDIX B NRCS SOIL MAPPING- ' L1 1 SANBORN, HEAD &ASSOCIATES, INC. f I Technology Park Drive. Westford, MA 01886 P(978)392-0900•F(978)392-0957 IMPROVING EARTH c 4 www.sanbornhead.con) December 9, 2009 ' File No. 3090.00 Mr. James J. Cranston ' Bohler Engineering, P.C. 352 Turnpike Road Southborough, Massachusetts 01772 Re: Hydrogeological Data Summary Letter ' Proposed Wal-Mart Store#2640-03 Salem, Massachusetts Dear Jim: Sanborn, Head & Associates, Inc. (SHA) has prepared this hydrogeological data summary letter ' on behalf of Bohler Engineering, P.C. (Bohler) for the proposed Wal-Mart Store #2640-03 of Salem, Massachusetts. The intent of this letter is to provide hydrogeological information to members of the design team to support your site stormwater design and drainage report. ' Site Description The site is located off Highland Avenue (Route 107) in Salem, Massachusetts and is bounded by bedrock outcrops to the north, south and southwest, a wooded lowland area to the west, and Highland Avenue to the east, as shown on the Aerial Locus Plan on Figure 1. The current site ' area is predominantly covered by asphalt pavement, an existing Wal-Mart store building and exposed bedrock outcrops. ' According to the preliminary site plans received from Bohler on December 1, 2009 the proposed site development will include construction of an approximately 152,000 square foot Wal-Mart ' Store building, associated paved parking areas, and a stonmwater detention pond west of the building. The existing building will be demolished and the proposed building will occupy a portion of the existing building footprint, as well as, portions or the existing asphalt pavement area. The preliminary site grading prepared by Bohler is shown on the Exploration Location Plan on Figure 2. ' Subsurface Explorations Between November 5 and November 1 l through 17, 2009, SHA conducted a total of sixty-eight (68) subsurface explorations at the site. The exploration programs included test borings (31), test pits (8), hand-driven bedrock probes (28), and one (1) groundwater monitoring well. The explorations were observed and logged by SHA personnel on a full-time basis. Exploration 1 1 locations were obtained using a Global Positioning System (GPS). The approximate locations of ' the explorations are shown on the Exploration Location Plan, Figure 2. HYdroeeoloaical Evaluation ' In general, 58 of the 68 subsurface explorations observed by SHA were advanced in areas of the t site which are considered impermeable surfaces. For the purpose of Bohler's proposed stormwater design, we consider the impermeable surfaces as surfaces covered by pavement, bedrock, or thin amounts of soil or fill over a shallow bedrock surface (areas with minimal to no ' infiltration capacity). In addition, the portion of the site surface covered by the existing Wal- Mart building is also considered impermeable (no subsurface explorations have been completed within the building at this time). ' Ten (10) subsurface explorations, TP-1 through TP-8, MW-1, and SH-3, were advanced below permeable surfaces. The soils encountered in these explorations, generally consisted of 4 to 6 ' feet of fill containing varying amounts of sand, cobbles, silt, organics, boulders and manmade debris, typically overlying layers of natural sandy silt, organic silt, or sand and gravel. Landscape islands immediately adjacent to paved areas are not considered as permeable areas in ' this discussion given the relatively small pervious surface areas in comparison to the entire site area. Draft versions of the logs for TP-1 through TP-8, SH-3 and MW-I are attached to the end of this letter. ' Figure 3 is a reproduction of the soil survey map published by United States Department of Agriculture (USDA), National Resources Conservation Service (NRCS) for the project site area t located within Essex County, Massachusetts. For the purpose of the site stormwater design, the soil type 651 should be considered permeable, and soil types 102C, 102E, 602 and 652 should be considered impermeable. Soil types 102C and 102E refer to bedrock formations. Soil types ' 602, 651 and 652 refer to fill soils. Attached please find soil type descriptions published by NRCS. The soil survey map and soil type descriptions were obtained from the USDA website by ' following links from http://websoilsurvey.nres.usda.gov/app/WebSoitSurvey.awx In accordance with the Massachusetts Stormwater Handbook (February 2008 revision) and the ' Hydrologic Group Classification developed by NRCS of the United States Department of Agriculture, the impermeable surfaces exhibit characteristics of "D" soils. The soils below permeable surface soils (soil type 651 of NRCS survey) exhibit characteristics of"C" soils given ' the composition of fill soils, the underlying natural soils, and the proximity of the groundwater table in relation to the ground surface. Wal-Mart Store#1640-03.1 Hydrogeological Data Summmy Leller ' 3090 00 120091209_Hrdrological Dala Summary Lir _, - _ 1 December 9, 2009 I—_I Page i u rRnVINc RA RT 11 ' ' We trust this letter meets the current needs for the project. Please call if you have any questions. ' Very truly yours, SANBORN,HEAD&ASSOCIATES,INC. Stan Sadkowski, P.E. Vernon R. Kokosa, P.E. Project Manager Principal SSS/VRK:sss ' Attachments: Figure l Locus Plan Figure 2 Exploration Location Plan Figure 3 NRCS Site Soil Survey and Legend Draft logs of Subsurface Explorations (MW-1, SH-3, and TP-1 through TP-8) S:\WESDATA\3000\3090.00\Originals\20091209-1 lydrological Data Summary Llcdocx ' Wal-Mart Stare#1640-03./Hrdrogeological Data Sa nniaty Lever 3090.00 110091209_Hydrological Data Sanaamy La, I December 9, 1009 Page 3 1]I P R O V I N G L A It'1 H �.,ay—�aaen'uunry,.massacnuseus,boumern Fart (Figure 3.Proposed Wal-.Mart Salem,MA) ' o r 42'29'58" 340 00 340100 340800 340900 341000 341100 h ' 42'29W s it I IAF , t 1 i o 0 4. o ' r � }14 o 1.t�1'sr aft .a o i S 0 0o m v a e; e � o 1 o NAA. v o o � '^V o t.. y l2i 42'.29'28' 42'2528' 34 0 34060 340,60 34C60 .341 0 341100.. n trlpp Style:1:4.710 if printed onA size(B.5'.•11')sheet. N0 35 70 140 210' ters h N Feet 0 150 300 600 900 UIDANatural Resources Web Soil Survey 12[912009 Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map-Essex County,Massachusetts,Southern Part (Figure 3-,Proposed Wal-Mart Salem,MA) MAP LEGEND MAP INFORMATION Area of interest(AOl) Very Stony Spot Map Scale:1:4,110 if printed on A size(8.5"x 11")sheet. 7) Area of Interest(AOI) ,y Wet Spot The soil surveys that comprise your AOI were mapped at 1:15,840. Soils y Soil Map Units Other Please rely on the bar scale on each map sheet for accurate map Special Line Features measurements. Special Point Features IGully Source of Map: Natural'Resources Conservation Service u Blowopt V Web Soil Survey URL http:/IwebsoilsuNey.nres.usda.gov Borrow Pit Short Steep Slope Coordinate System: UTM Zone 19N NAD83 X Clay Spot ^" . Other This product is generated from the USDA-NRCS certified data as.of Political Features the version date(s)listed below. ♦ Closed Depression 0 Cities Soil Survey Area: Essex County,Massachusetts,Southern Part X Gravel Pit Water Features Survey Area Data: Version 7,May 5,2008 -, Gravelly Spot Oceans Date(s)aerialimages were photographed: 7/25/2003;7/31/2003 9 Landfill ;�.„„ Streams and.Canals The orthophoto or other base map on which the soil lines were ,k Lava Flow Transportation compiled and digitized probably differs from the background 46 +++ Rails imagery displayed on these maps.As a result,some minor shifting Marsh or swamp of map unit boundaries may be evident. dZ Mine or Quarry wa/' Interstate Highways po. Miscellaneous Water ✓ US Routes p. Perennial Water- F!.- Major Roads v Rock Outcrop Local Roads t Saline Spot. Sandy Spot Severely Eroded Spot q -Sinkhole '.Slide or Slip )a Sodic Spot: 'Spoil Area jj Stony Spot USDA Natural Resources Web Soil Survey 12/9/2009 Conservation Service National Cooperative Soil Survey Page 2 of 3 Son survey of tissex County,Massachusetts,Southern Part Salc n Expansion WM Soil Map Map Unit Legend Summary ' Essex County, Massachusetts, Southern Part ' Map Unit Symbol Map Unit Name Acres In AOI Percent of AOI , x��' �I hreetown nnick ohded,°iO tp ��s+w, h'8� :t 4� `G +a"�' t 73A Whitman loam,0 to 3 percent 0:6 0,5 slopes,extremely stony 1020t.Y � �'�� Chatfield Hollis Roak outcrop � 53 7��r�>�� { 40 7 �' 102E Chatfield-Hollis-Rock outcrop 37.5 28.4 complex 15 to 35 percent slopes ' "v 316B �� 6mtuate f tie s9ntly loam,3 to 8.1 p p I I 0 0, r D 0 �� t 317Q Scituate fine sandy loon,3 to 8 8.9 � 6.7 percent slopes,extremely stony 622C Paxton-Urban land complex, 7.5 5.7 sloping 652 Udorthents,refuse substratum 4.8 3.7 t1SDA Nmuul Remuren Web Soil Survey I.I 5/2/2007 Cauenadon 5erdre National Cooperative Sod-Survey page-3'of3 APPENDIX C PRE-DEVELOPMENT AND POST-DEVELOPMENT WATERSHED MAPS 1 t 1 \ I L lI ro Q 1 / 9 �F rl . . ... �-� ,F'._ -/ V�.� �� s �rNLI _-Y ��(��,( vI / •e ;� Il •/`/��/// ' � � I. �`• :� ^ I I L � C,. / •\ l /� L 1., '� �� \ �I _) �sl . I, rte'/ �+ sr• / ` / ° � - w 3��9 :� �. i W 6 / �'` PWB L. //vim }A.163 AC / 10 /1IIlII/ if].9 NM%'/ / 1' PWl �••� aevwoxs \` 10J // AROPoIIO 1/ CN.]S e iC-10.1 Yp. O i r O 1/t a NOT APPROVED FOR CONSTRUCTION LOWERS o DRAINS SOUTH l //� / ( / ,. a a• uom. rxwpossR SOILS LEGEND �YR I Poo (/ • PRELIMINARY 9 A=l.+ r J!I `, 1020 CHATFIELO HOLLIS ROCK OUTCROP COMPLEX LAND DEVELOPMENT ' 'I m e.o uM. / 3 TO 15 PERCENT SLOPES PLA R FOR c — s•,I c /� � I \, e \ s , F' , — -- --- -- — - _ - - � -. 107-E CHAIFIELD-HOLDS-ROCK OUTCROP COMPLEX N'ALAIART,L L _ ,,� _ t 15 TO 35 PERCENT SLOPES STORES,INC.(#2640-03) 3178 SCITUATE FINE SANDY LOAM, 3 TO 8 PERCENT PROMSED RETAIL ' -.� >, �ri�� ✓ f �� /� ;/� I -" �-- -- _ I % :LOPES EXTREMELY STONY DEVELOPMENT I i\C j J - ° 0 HIGEIANDAVBROUTE 107) �\q' cDrLM ROOF DRAINS SOUTH l / '\ f",' — II 41 11 _11 II - ' ► f® 602 URBAN LAND suersQ— 651 UDORTHENTS, SMOOTHED EssEv couxlr.n,assncxusEns 652 _ — WORTHEN IS, REFUSE SUBSTRATUM `1 — - LEGENn ®BOHLER TIME PATH of OF 10 E CONCENTRATION ' .« H.a.wrR.mLm%G .mPWM DRAINAGE BOUNDARY SOR BOUNDARY - I ..x.� /� \ _ i0 HI9H4 SIREV 2 A212.15 A, CN=T. - _ ] pD I HYUROCAD NODE 0 _]R / M.D. SMITH \ _Affll - _ — PPO C m50W1 LH6 EEH ✓� 10 xl0xux0 Av[ ®® II Ii I I 11 11 1 1 A U8 A` — GRAPHIC SCALE 150 0 75 150 300 a °i PL' PROPOSED —� DRAINAGE ( IN FEET ) AREA MAP 1 inch =150 l f u, ' 102Cs _r - •�� —_�•-_-_�-- �-- of - xEVI510N 0-O1/S640f0 � ° •/ , 111 � 0 / ai a i / O ,., r 1 i e � � `�I `� �� ! / ° i• 1 �/ �. i / / / i/ / �PS 23Eii II ;�_ i y1 / i ... r• '\ / J �r( ..` � \ �� ! / / \\ /� � •• / u �� r o�i�E� li ' `4•.! / / , � ` I \`///ri P _ ,� ` (�� I j i /f/// /�ppp/ `� o o , °` / �w � 1.e EI Z. t 651 EW 1� - I o % / / • 1 / "\— \ EXISTING WEST OF WM A-7.31 Ac ill ' �102' \. CN=72 TC10. /I "ter r P xv. an: wnr. m. — 7 MIN. .1 7 i 1 \ J i uq3 / r1 / / Dc 1 � E r I P i I P NOT APPROVED FOR �/ ( i /// _ / / / / / �P/��✓'� �) ..,p/. / ° CONSTRUCTION I A u�1L a r cwio. „tt i�Deii SOILS LEGEND PRELIRIINARV 102C CaATFIELD—HOLLIS—ROCK OUTCROP COMPLEX LAND DEVELOPNIF.N"F ' /itr�f '•� I \ \ / I I �1�� ` �lo�.� l �I / - 310 15 PERCENT SLOPES PLANS AS WALMART 102E CHAIFIELD-HOLLIS-ROCK OUTCROP COMPLEX 0. •^ ( \ \ a 1 i _ _ _. —� 15 TO 35 PERCENT SLOPES STORES,INC. (#2640-03) ��✓ i EWM 1 1 I 3178 SCITUATE FINE SANDY LOAM. 3 TO 8 P-RCENT ♦\ `. 1 �- PROPOSED RETAIL ( ., /J \ r ° 1 / TING WM TO HIGHLAND STREET I' '•I•/' zj/��(�pJ " \,\/� \�\`/.1// i E%IS \; I\ 1 SLOPES, EXTREMELY STONY A=15.39 Ac CN=85 nwxDvEwrnooernla.vo,ExPls%ePIoEou N*Er lor1 602 URBAN LAND _ cm of SLLEM TC=17.5 MIN. %* y ESSEXCWNTY,MASSACHUSETTS 651 UDORTHENTS, SMOOTHED ��J —✓��/ �I ��: `� .�� / 652 UDORTIIENTS, REFUSE SUBSTRAIUM 7& BOHLER LEGEND ex ofxee ER // PATH OF TIME OF 1// � > ENL � � � � 1 � C � � — colNcelvrRANON .(/ DRAINAGE BOUNDARY . 0 E EXISTING TO HIGHLAND AVE-3A e e T'i Ep�•>ti A=5.65 Ac /r 1 f 1 r .(+ _ '1 - SOIL BOUNDARY '••` "" TC--21.5 MIN. I PD HYDROCAD NODE 2 C� M.D. SMITH f �'t 1 11 — 6O2 / vxOrBSION c ENc cca — I —��' ��±/o �, '�/ ✓ �/� �/ 1_1 / / _ i�A E F0�I M O?' — GRAPHIC SCALE - { f.�uc �s�u uIA� F 150 0 75 150 0 EXIS PING/ 'w > �— ' DRAINAGE IN FEET AREA MAP inch L Z - 0 f ° B LJ _ � PENSION OfbtweW9 1 1 APPENDIX D STORMWATER ATTENUATION CALCULATIONS I � 11 ' 3E EWM TEW Existing to Highlan ve Existing WN to Highland EXISTING West of WM ' t TE3 ' EXISTING at Highland Ave it ' PRF PWB WM R of Propo ed West To ' Basin ' DT PW1 3P pWM De ion Proposed est of WM b ' To Highland A Propose WM to RP \ High! nd St ' /ipes thru WM � TP TP3 PROPOSED West of ' WM PROPOSED at ' Highland Ave ' Subcat Reach On Link Drainage Diagram for Safem Pre Post W1d only O ❑ a Prepared by Bohler Engineering 2/9/2010 [—,ydroCADO 8.00 sin 002612 02006 HydroCAD Software Solutions LLC Salem Pre Post WM only Type 11124-hr 2-Year Rainfall=3.10" Page 2 Prepared by Bohler Engineering 2/9/2010 ' H droCADO 8.00 s(n 002612 ©2006 H droCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS ' Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 3E: Existing to Highland Ave Runoff Area=5.600 ac Runoff Depth=1.39" ' Flow Length=1,028' Tc=21.5 min CN=S_Runoff=5.89 cfs 0.649af Subcatchment 3P: To Highland Ave Runoff Area=lw-ac Runoff Depth=1.83" ' Tc=9.7 min CN=87 Runoff=5.72 cfs 0.467 of Subcatchment EWM: Existing WM to Highland St Runoff Area=15- 390 ac Runoff Depth=1.67" ' Flow Length=350' Tc=17.5 min CN=85 Runoff=21.39 cfs 2.145 of Subcatchment PRF: WM Roof Runoff Area=3.490 ac RunoffDepth=2.87" Tc=6.0 min CN=98 Runoff=10:25 cfs 0.834 of ' Subcatchment PW1:`Proposed West of WM Runoff Area=4.810 ac RunoffDepth=0:92" Flow Length=485' Tc=10.1 min CN=73 Runoff=4;14 cfs 0.369 of ' Subcatchment PWB: Proposed West To Basin Runoff Area=1.630 ac Runoff Depth=1.53" Flow Length=230' Tc=7.9 min CN=83 Runoff=2 69 cfs 0.207 of , Subcatchment PWM: Proposed WM to Highland St Runoff Area=12.610 ac Runoff Depth=1.91" Flow Length=160' Tc=17;0 min CN=88 Runoff=20.17 cfs 2.004 of ' Subcatchment TEW: EXISTING West of WM Runoff Area=7.310 ac Runoff Depth=0:87" Flow Length=485 Tc=10 1 min CN=72 Runoff=5.85 cfs 0.529 of • ' Reach RP: Pipes thru WM Avg. Depth=0.38' Max Vel=3.55 fps Inflow=1.24 cfs 0.848 of D=18.0" n=0.013 L=1,100.0' S=0.00727 Capacity=8.93 cfs Outflow=1.23 cfs 0.848 of , Reach TE3: EXISTING at Highland Ave Inflow=27.05 cfs 2.794 ofOutflow=27.05 cfs '2.794 of Reach TP3: PROPOSED at Highland Ave Inflow=25.74 cfs 3319 of , Outflow=25.74 cfs 3.319 of ,ReachTPWi PROPOSED West of WM Inflow=4.15 cfs 0.439 ofOutflow=4.15 cfs 0.439 of. eak Elev=126.46' Storage=24.562 cf Inflow=12.84 cfs 1.042 of Pond DT: Detention P , Primary=1.24 cfs 0.8481af Secondary=0.63 cfs 0.071 of Outflow=1,87 cfs 0.919 of 1P i Total Runoff Area=53.910 ac Runoff Volume=7.206 of Average Runoff Depth = 1.60" ' s 54.01% Pervious Area=29.116 ac 45.99% Impervious Area = 24.794 ac Salem Pre Post WM only Type 11124-hr 2-Year Rainfall=3.10" Prepared by Bohler Engineering Page 3 HydroCAD®8 00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 ' Subcatchment 3E: Existing to Highland Ave Input information from TetraTech Rizzo Drainage Analysis ' Runoff = 5.89 cfs @ 12.31 hrs, Volume= 0.649 af, Depth= 1.39" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.10" i ' Area (ac) CN Description 4.526 77 Woods, Good, HSG D 1.074 98 Paved parking & roofs 5.600 81 Weighted Average 4.526 Pervious Area 1.074 Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 100 0.0610 0.12 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3,10" 2.1 199 0.0980 1.57 Shallow Concentrated Flow, Shallow Conc. Woodland Kv= 5.0 fps 2.3 148 0.0470 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 1.1 157 0.2100 2.29 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps ' 0.1 12 0.5830 3.82 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.3 55 0.0470 3.49 Shallow Concentrated Flow, Shallow Concentrated Flow-gras Unpaved Kv= 16.1 fps 0.4 104 0.0540 4.72 Shallow Concentrated Flow, Shallow Conc. Pavement Paved Kv=20.3 fps 1.1 185 0.0070 2.90 1.01 Circular Channel (pipe), 8" CL ' Diam= 8.0" Area=0.3 sf Perim= 2.1' r= 0.17' n= 0.013 0.1 68 0.0110 8.76 43.02 Circular Channel (pipe), 30" CMP Diam= 30.0" Area=4.9 sf Perim= 7.9' r= 0.63' n= 0.013 ' 21.5 1,028 Total Subcatchment 3P: To Highland Ave I ' Input information from TetraTech Rizzo drainage analysis ' Runoff = 5.72 cfs @ 12.14 hrs, Volume= 0.467 af, Depth= 1.83" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt=0.05 hrs ' Type III 24-hr 2-Year Rainfall=3.10" I ' 1 1 Salem Pre Post WM only Type ///24-hr 2-Year Rainfall=3.10" Prepared by Bohler Engineering Page 4 HydroCADO 8.00 s/n 002612 ©2006 HydfoCAD Software Solutions LLC 2/9/2010 Area (ac) CN Description ' 1.610 98 Paved parking & roofs 0.700 77 Woods, Good, HSG D 0.760 74 >75% Grass cover, Good HSG C ' 3.070 87 Weighted Average 1.460 Pervious Area 1.610 Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 Direct Entry, , Subcatchment EM Existing WM to Highland St Runoff = 21.39 cfs @ 12.25 hrs, Volume= 2.145 af, Depth= 1.67" ' Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-36.00 hrs, dt= 0.05 hrs ' Type III 24-hr 2-Year Rainfall=3.10" Area (ac) CN Description 8.600 98 Paved parking & roofs ' 5.770 70 Woods, Good, HSG C 0.680 65 Brush, Good, HSG C 0.340 61 >75% Grass cover, Good, HSG B , 15.390 85 Weighted Average 6.790 Pervious Area 8.600 Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, , Woods: Light underbrush n= 0.400 P2= 3.10" 0.2 40 0.0750 4.41 Shallow Concentrated Flow, , Unpaved Kv= 16.1 fps 0.2 160 0.4400 10.68 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.4 100 0.0350 3.80 Shallow Concentrated Flow, ' Paved Kv= 20.3 fps _ 8.0 Direct Entry, Time in pipes to Highland St. 17.5 350 Total ' Subcatchment PRF: WM Roof Runoff = 10.25 cfs @ 12.09 hrs, Volume= 0.834 af, Depth= 2.87" t Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hfs, dt= 0.05 hrs ' Type III 24-hr 2-Year Rainfall=3.10" Salem Pre Post WM only Type 11124-hr2-Year Rainfall=3.10" ' Prepared by Bohler Engineering Page 5 HydroCAD®8.00 sin 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 ' Area (ac) CN Description 3.490 98 Paved parking & roofs 3.490 Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, Min. Allowable Subcatchment PW1: Proposed West of WM ' Runoff = 4.14 cfs @ 12.16 hrs, Volume= 0.369 af, Depth= 0.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.10" _ Area (ac) CN Description ' 0.450 98 Paved parking & roofs 4.360 70 Woods, Good, HSG C 4.810 73 Weighted Average 4.360 Pervious Area 0.450 Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.9 385 0.1900 7.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 50 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 10.1 485 Total ' Subcatchment PWB: Proposed West To Basin Runoff = 2.69 cfs @ 12.12 hrs, Volume= 0.207 af, Depth= 1.53" I ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.10" ' Area (ac) CN Description 0.850 70 Woods, Good, HSG C 0.450 98 Det Basin Surface ' 0.330 98 Ledge surface 1.630 83 Weighted Average 0.850 Pervious Area ' 0.780 Impervious Area 1 Salem Pre Post WM only Type 11124-hr2-Year Rainfall=3.10" Prepared by Bohler Engineering Page 6 , HydroCAD®8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 50 0.0700 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 0.3 180 0.3500 9.52 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 7.9 230 Total Subcatchment PWM: Proposed WM to Highland St Runoff = 20.17 cfs @ 12.23 hrs, Volume= 2.004 af, Depth= 1.91" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.10" ' Area(ac) CN Description 7.630 98 Paved parking & roofs ' 0.710 98 Proposed Exposed ledge 0.520 61 >75% Grass cover, Good, HSG B 3.750 70 Woods, Good, HSG C 12.610 88 Weighted Average , 4.270 Pervious Area 8.340 Impervious Area Tc Length Slope Velocity Capacity Description ' (min) {feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 0 0.6000 15.72 Shallow Concentrated Flow Down led 0.1 6a face g Paved Kv= 20.3 fps ' 0.2 50 0.0300 3.52 Shallow Concentrated Flow, Paved area to CB Paved Kv= 20.3 fps 8.0 Direct Entry, Time in pipes to Highland St 17.0 160 Total ' Subcatchment TEW: EXISTING West of WM Runoff = 5.85 cfs,@ 12.16 hrs, Volume= 0.529 af, Depth= 0.87" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs , Type III 24-hr 2-Year Rainfall=3.10" Area(ac) CN Description ' 6.860 70 Woods, Good, HSG C 0.450 98 Paved parking & roofs 7.310 72 Weighted Average , 6.860 Pervious Area 0.450 Impervious Area Salem Pre Post WM only Type 11124-hr2-Year Rainfall=3.10" ' Prepared by Bohler Engineering Page 7 HydroCAD®8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 0.9 385 0.1900 7.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 50 0.0100 1.61 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 10.1 485 Total ' Reach RP: Pipes thru WM Inflow Area = 5.120 ac, Inflow Depth > 1.99" for 2-Year event ' Inflow 1.24 cfs @ 12.62 hrs, Volume= 0.848 of Outflow 1.23 cfs @ 12.80 hrs, Volume= 0.848 af, Atten= 0%, Lag= 10.7 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt=0.05 hrs Max. Velocity= 3.55 fps, Min. Travel Time= 5.2 min Avg. Velocity = 2.08 fps, Avg. Travel Time= 8.8 min ' Peak Storage= 383 cf @ 12.71 hrs, Average Depth at Peak Storage= 0.38' Bank-Full Depth= 1.50', Capacity at Bank-Full= 8.93 cfs 18.0" Diameter Pipe, n= 0.013 Concrete pipe, straight & clean Length= 1,100.0' Slope= 0.0072 '/' Inlet Invert= 122.00', Outlet Invert= 114.05' Reach TE3: EXISTING at Highland Ave ' Inflow Area = 20.990 ac, Inflow Depth = 1.60" for 2-Year event Inflow 27.05 cfs @ 12.26 hrs, Volume= 2.794 of Outflow = 27.05 cfs @ 12.26 hrs, Volume= 2.794 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs ' Reach TP3: PROPOSED at Highland Ave Inflow Area = 20.800 ac, Inflow Depth > 1.91" for 2-Year event Inflow = 25.74 cfs @ 12.21 hrs, Volume= 3.319 of ' Outflow = 25.74 cfs @ 12.21 hrs, Volume= 3.319 af, Atten= 0%, Lag= 0.0 min Salem Pre Post WM only Type Ill 24-hr 2-Year Rainfall=3.10" Prepared by Bohler Engineering Page 8 ' HydroCAD®8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs ' Reach TPW: PROPOSED West of WM Inflow Area = 4.810 ac, Inflow Depth = 1.10" for 2-Year event ' Inflow = 4.15 cfs @ 12.16 hrs, Volume= 0.439 of Outflow = 4.15 cfs @ 12.16 hrs, Volume= 0.439 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Pond DT: Detention ' Inflow Area = 5.120 ac, Inflow Depth = 2.44" for 2-Year event Inflow = 12.84 cfs @ 12.09 hrs, Volume= 1.042 of ' Outflow = 1.87 cfs @ 12.62 hrs, Volume= 0.919 af, Atten= 85%, Lag= 31.6 min Primary = 1.24 cfs @ 12.62 hrs, Volume= 0.848 of Secondary = 0.63 cfs @ 12.62 hrs, Volume= 0.071 of , Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 126.46' @ 12.62 hrs Surf.Area= 12,560 sf Storage= 24,562 cf Plug-Flow detention time= 270.4 min calculated for 0.918 of(88% of inflow) ' Center-of-Mass det. time= 216.1 min ( 988.9 -772.8 ) Volume Invert Avail.Storage Storage Description ' #1 123.00' 74,500 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 123.00 0 0 0 , 124.00 4,613 2,307 2,307 125.00 8,351 6,482 8,789 126.00 11,921 10,136 18,925 127.00 13,309 12,615 31,540 ' 128.00 14,755 14,032 45,572 129.00 20,866 17,811 63,382 129.50 23,606 11,118 74,500 , Device Routing Invert Outlet Devices #1 Primary 124.22' 18.0" x 100.0' long Culvert RCP, groove end w/headwall, Ke= 0.200 ' Outlet Invert= 123.47' S= 0.0075'P Cc= 0.900 n= 0.013 #2 Device 1 124.50' 6.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 127.80' 15.0"Vert. Orifice/Grate C= 0.60C #4 Device 1 128.50' 2.00' x 2.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 t #5 Secondary 128.30' 10.0' long x 12.0' breadth Broad-Crested Rectangular We'- Head (feet) e'-Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64 ' #6 Secondary 126.00' 12.0" x 100.0' tong Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 125.50' S= 0.0050'/' Cc= 0.900 n= 0.012 - Salem Pre Post WM only Type 11124-hr2-Year Rainfall=3.10" ' Prepared by Bohler Engineering Page 9 HydroCADO 8.00 On 002612 @ 2006 HydroCAD Software Solutions LLC 2/9/2010 Primary OutFlow Max=1.24 cfs @ 12.62 hrs HW=126.46' (Free Discharge) t1=Culvert (Passes 1.24 cfs of 9.95 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.24 cfs @ 6.30 fps) ' 3=Orifice/Grate ( Controls 0.00 cfs) =Orifice/Grate ( Controls 0.00 cfs) ' econdary OutFlow Max=0.63 cfs @ 12.62 hrs HW=126.46' (Free Discharge) —Broad-Crested Rectangular Weir ( Controls 0.00 cfs) i =Culvert (Barrel Controls 0.63 cfs @ 2.63 fps) Salem Pre Post WM only Type ///24-hr 10-Year Rainfall=4.50" Prepared by Bohler Engineering Page 10 ' HydroCAD®8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points ' Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 3E: Existing to Highland Ave Runoff Area=5.600 ac Runoff Depth=2.55" ' Flow Length=1,028' Tc=21.5 min CN=81 Runoff=10.92 cfs 1.189 of Subcatchment 3P: To Highland Ave Runoff Area=3.070 ac Runoff Depth=3.10" ' Tc=9.7 min CN=87 Runoff=9.58 cfs 0.793 of Subcatchment EWM: Existing WM to Highland St Runoff Area=15.390 ac Runoff Depth=2.91" ' Flow Length=350' Tc=17.5 min CN=85 Runoff=37.08 cfs 3.731 of Subcatchment PRF: WM Roof Runoff Area=3.490 ac Runoff Depth=4.26" ' Tc=6.0 min CN=98 Runoff=14.98 cfs 1.240 of Subcatchment PW1: Proposed West of WM Runoff Area=4.810 ac Runoff Depth=1.90" , Flow Length=485' Tc=10.1 min CN=73 Runoff=9.07 cfs 0.760 of Subcatchment PWB: Proposed West To Basin Runoff Area=1.630 ac Runoff Depth=2.73" , Flow Length=230' Tc=7.9 min CN=83 Runoff=4.81 cfs 0.370 of Subcatchment PWM: Proposed WM to Highland St Runoff Area=12.610 ac Runoff Depth=3.20" , Flow Length=160' Tc=17.0 min CN=88 Runoff=33.39 cfs 3.359 of Subcatchment TEW: EXISTING West of WM Runoff Area=7.310 ac Runoff Depth=1.82" Flow Length=485' Tc=10.1 min CN=72 Runoff=13.17 cfs 1.109 of , Reach RP: Pipes thru WM Avg. Depth=0.41' Max Vel=3.74 fps Inflow=1.48 cfs 1.110 of D=18.0" n=0.013 L=1,100.0' S=0.00727 Capacity=8.93 cfs Outflow=1.48 cfs 1.110 of ' Reach TE3: EXISTING at Highland Ave Inflow=47.62 cfs 4.920 of Outflow=47.62 cfs 4.920 of Reach TP3: PROPOSED at Highland Ave Inflow=42.38 cfs 5.261 of Outflow=42.38 cfs 5.261 of ' Reach TPW: PROPOSED West of WM Inflow=10.59 cis 1.137 of Outflow=10.59 cfs 1.137 of ' Pond DT: Detention Peak Elev=127.21' Storage=34.426 cf Inflow=19.65 cfs 1.610 of Primary=1.48 cfs 1.110 of Secondary=2.52 cfs 0.377 of Outflow=4.01 cfs 1.487 of Total Runoff Area = 53.910 ac Runoff Volume = 12.551 of Average Runoff Depth= 2.79" ' 54.01% Pervious Area=29.116 ac 45.99% Impervious Area = 24.794 ac t 1 Salem Pre Post WM only Type 11124-hr 10-Year Rainfall=4.50" ' Prepared by Bohler Engineering Page 11 HydfoCAD®8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 ' Subcatchment 3E: Existing to Highland Ave Input information from TetraTech Rizzo Drainage Analysis ' Runoff = 10.92 cfs @ 12.30 hrs, Volume= 1.189 af, Depth= 2.55" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs ' Type III 24-hr 10-Year Rainfall=4.50" Area (ac) CN Description ' 4.526 77 Woods, Good, HSG D 1.074 98 Paved parking & roofs 5.600 81 Weighted Average ' 4.526 Pervious Area 1.074 Impervious Area ' Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 100 0.0610 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0,400 P2= 3.10" 2.1 199 0.0980 1.57 Shallow Concentrated Flow, Shallow Conc. Woodland Kv= 5.0 fps 2.3 148 0.0470 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow ' Woodland Kv= 5.0 fps 1.1 157 0.2100 2.29 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps ' 0.1 12 0.5830 3.82 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.3 55 0.0470 3.49 Shallow Concentrated Flow, Shallow Concentrated Flow-gras Unpaved Kv= 16.1 fps ' 0.4 104 0.0540 4.72 Shallow Concentrated Flow, Shallow Conc. Pavement Paved Kv= 20.3 fps 1.1 185 0.0070 2.90 1.01 Circular Channel (pipe), 8" CL ' Diam= 8.0" Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.013 0.1 68 0.0110 8.76 43.02 Circular Channel (pipe), 30" CMP Diam= 30.0" Area=4.9 sf Perim= 7.9' r= 0.63' n= 0.013 ' 21.5 1,028 Total Subcatchment 3P: To Highland Ave tInput information from TetraTech Rizzo drainage analysis ' Runoff = 9.58 cfs @ 12.14 hrs, Volume= 0.793 af, Depth= 3.10" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Salem Pre Post WM only Type 11124-hr 10-Year Rainfall=4.50" Prepared by Bohler Engineering Page 12 t HydroCAD®8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 Area (ac) CN Description ' 1.610 98 Paved parking & roofs 0.700 77 Woods, Good, HSG D 0.760 74 >75% Grass cover, Good, HSG C 3.070 87 Weighted Average ' 1.460 Pervious Area 1.610 Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 Direct Entry, ' Subcatchment EM Existing WM to Highland St Runoff = 37.08 cfs @ 12.24 hrs, Volume= 3.731 af, Depth= 2.91" ' Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-36.00 hrs, dt= 0.05 hrs ' Type III 24-hr 10-Year Rainfall=4.50" Area (ac) CN Description 8.600 98 Paved parking & roofs ' 5.770 70 Woods, Good, HSG C 0.680 65 Brush, Good, HSG C 0.340 61 >75% Grass cover, Good, HSG B t 15.390 85 Weighted Average 6.790 Pervious Area 8.600 Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 8.7 50 0.0500 0.10 Sheet Flow, Woods: Light underbrush n=0.400 P2= 3.10" 0.2 40 0.0750 4.41 Shallow Concentrated Flow, , Unpaved Kv= 16.1 fps 0.2 160 0.4400. 10.68 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.4 100 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 8.0 Direct Entry, Time in pipes to Highland St. 17.5 350 Total ' Subcatchment PRF: WM Roof Runoff = 14.98 cfs @ 12.09 hrs, Volume= 1.240 af, Depth= 4.26" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs ' Type III 24-hr 10-Year Rainfall=4.50" Salem Pre Post WM only Type 11124-hr 10-Year Rainfall=4.50" ' Prepared by Bohler Engineering Page 13 HydroCADO 8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 t Area (ac) CN Description 3.490 98 Paved parking & roofs 3.490 Impervious Area t Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) ' 6.0 Direct Entry, Min. Allowable Subcatchment PW1: Proposed West of WM ' Runoff = 9.07 cfs @ 12.15 hrs, Volume= 0.760 af, Depth= 1.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (ac) CN Description 0.450 98 Paved parking & roofs 4.360 70 Woods, Good HSG C 4.810 73 Weighted Average ' 4.360 Pervious Area 0.450 Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 0.9 385 0.1900 7.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 50 0.0100 1.61 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 10.1 485 Total ' Subcatchment PWB: Proposed West To Basin Runoff = 4.81 cis @ 12.11 hrs, Volume= 0.370 af, Depth= 2.73" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" ' Area (ac) CN Description 0.850 70 Woods, Good, HSG C 0.450 98 Det Basin Surface ' 0.330 98 Ledge surface 1.630 83 Weighted Average 0.850 Pervious Area ' 0.780 Impervious Area 1 Salem Pre Post WM only Type 11124-hr 10-Year Rainfall=4.50" Prepared by Bohler Engineering Page 14 ' HydroCAD®8.00 s/n 002612 @ 2006 HydroCAD Software Solutions LLC 2/9/2010 Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 50 0.0700 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 0.3 180 0.3500 9.52 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 7.9 230 Total Subcatchment PWM: Proposed WM to Highland St ' Runoff = 33.39 cfs @ 12.23 hrs, Volume= 3.359 af, Depth= 3.20" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.50" Area.(ac) CN Description 7.630 98 Paved parking & roofs ' 0.710 98 Proposed Exposed ledge 0.520 61 >75% Grass cover, Good, HSG B 3.750 70 Woods, Good, HSG C 12.610 88 Weighted Average ' 4.270 Pervious Area 8.340 Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 0.1 60 0.6000 15.72 Shallow Concentrated Flow, Down ledge face Paved Kv= 20.3 fps ' 0.2 50 0.0300 3.52 Shallow Concentrated Flow, Paved area to CB Paved Kv= 20.3 fps 8.0 Direct Entry, Time in pipes to Highland St 17.0 160 Total ' Subcatchment TEW: EXISTING West of WM Runoff = 13.17 cfs @ 12.15 hrs, Volume= 1.109 af, Depth= 1.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs ' Type III 24-hr 10-Year Rainfall=4.50" Area (ac) CN Description ' 6.860 70 Woods, Good, HSG C 0.450 98 Paved parking & roofs 7.310 72 Weighted Average 6.860 Pervious Area 0.450 Impervious Area 1 Salem Pre Post WM only Type /// 24-hr 10-Year Rainfall=4.50" ' Prepared by Bohler Engineering Page 15 HydroCAD®8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 0.9 385 0.1900 7.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 50 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 10.1 485 Total ' Reach RP: Pipes thru WM Inflow Area = 5.120 ac, Inflow Depth > 2.60" for 10-Year event ' Inflow 1.48 cfs @ 12.53 hrs, Volume= 1.110 of Outflow 1.48 cfs @ 12.68 hrs, Volume= 1.110 af, Atten= O%, Lag= 8.9 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt=0.05 hrs Max. Velocity= 3.74 fps, Min. Travel Time= 4.9 min Avg. Velocity = 2.27 fps, Avg. Travel Time= 8.1 min ' Peak Storage= 436 cf @ 12.59 hrs, Average Depth at Peak Storage= 0.41' Bank-Full Depth= 1.50', Capacity at Bank-Full= 8.93 cfs ' 18.0" Diameter Pipe, n= 0.013 Concrete pipe, straight& clean Length= 1,100.0' Slope= 0.0072 '/' Inlet Invert= 122.00', Outlet Invert= 114.05' ' Reach TE3: EXISTING at Highland Ave ' Inflow Area = 20.990 ac, Inflow Depth = 2.81" for 10-Year event Inflow 47.62 cfs @ 12.25 hrs, Volume= 4.920 of Outflow = 47.62 cfs @ 12.25 hrs, Volume= 4.920 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Reach TP3: PROPOSED at Highland Ave ' Inflow Area = 20.800 ac, Inflow Depth > 3.04" for 10-Year event Inflow = 42.38 cfs @ 12.21 hrs, Volume= 5.261 of Outflow = 42.38 cfs @ 12.21 hrs, Volume= 5.261 af, Atten= 0%, Lag= 0.0 min 1 1 Salem Pre Post WM only Type ///24-hr 10-Year Rainfall=4.50 Prepared by Bohler Engineering Page 16 ' HydroCAD@ 8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs ' Reach TPW: PROPOSED West of WM Inflow Area = 4.810 ac, Inflow Depth = 2.84" for 10-Year event ' Inflow = 10:59 cfs @ 12.16 hrs, Volume= 1.137 of Outflow = 10.59 cfs @ 12.16 hrs, Volume= 1.137 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs ' Pond DT: Detention ' Inflow Area = 5.120 ac, Inflow Depth = 3.77" for 10-Year event Inflow = 19.65 cfs @ 12.09 hrs, Volume= 1.610 of ' Outflow = 4.01 cfs @ 12.53 hrs, Volume= 1.487 af, Atten= 80%, Lag= 26.2 min Primary = 1.48 cfs @ 12.53 hrs, Volume= 1.110 of Secondary = 2.52 cfs @ 12.53 hrs, Volume= 0.377 of ' Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 127.21'@ 12.53 hrs Surf.Area= 13,619 sf Storage= 34,426 cf Plug-Flow detention time= 227.1 min calculated for 1.485 of(92% of inflow) , Center-of-Mass det. time= 187.5 min ( 953.4 - 765.9 ) Volume Invert Avail.Storage Storage Description t #1 123.00' 74,500 cf Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' _(feet) (sq-ft) (cubic-feet) (cubic-feet) 123.00 0 0 0 124.00 4,613 2,307 2,307 ' 125.00 8,351 6,482 8,789 126.00 11,921 10,136 18,925 127.00 13,309 12,615 31,540 ' 128.00 14,755 14,032 45,572 129.00 20,866 17,811 63,382 129.50 23,606 11,118 74,500 ' Device Routing Invert Outlet Devices #1 Primary 124.22' 18.0" x 100.0' long Culvert RCP, groove end w/headwall, Ke= 0.200 ' Outlet Invert= 123.47' S= 0.0075 ? Cc= 0.900 n= 0.013 #2 Device 1 124.50' 6.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 127.80' 15.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 128.50' 2.00' x 2.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 , #5 Secondary 128.30' 10.0' long x 12.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.57 2.62 2.70 2,67 2.66 2.67 2.66 2.64 #6 Secondary 126.00' 12.0" x 100.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 ' Outlet Invert= 125.50' S= 0.0050 ? Cc= 0.900 n= 0.012 t Salem Pre Post WM only Type ///24-hr 10-Year Rainfall=4.50" Prepared by Bohler Engineering Page 17 HydroCADO 8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 1 Primary OutFlow Max=1.48 cfs @ 12.53 hrs HW=127.21' (Free Discharge) t— =Culvert (Passes 1.48 cfs of 12.20 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.48 cfs @ 7.56 fps) ' 3=Orifice/Grate ( Controls 0.00 cfs) =Orifice/Grate ( Controls 0.00 cfs) ' econdary OutFlow Max=2.52 cfs @ 12.53 hrs HW=127.21' (Free Discharge) =Broad-Crested Rectangular Weir ( Controls 0.00 cfs) =Culvert (Inlet Controls 2.52 cfs @ 3.21 fps) 1 1 1 Salem Pre Post WM only Type ///24-hr 25-Year Rainfall=5.40" Prepared by Bohler Engineering Page 18 HydroCAD® 8 00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 3E: Existing to Highland Ave Runoff Area=5.600 ac Runoff Depth=3.34" ' Flow Length=1,028' Tc=21.5 min CN=81 Runoff=14.30 cfs 1.559 of Subcatchment 31p: To Highland Ave Runoff Area=3.070 ac Runoff Depth=3.95" ' Tc=9.7 min CN=87 Runoff=12.09 cfs 1.009 of Subcatchment EWM: Existing WM to Highland St Runoff Area=15.390 ac Runoff Depth=3.74" ' Flow Length=350' Tc=17.5 min CN=85 Runoff=47.35 cfs 4.796 of Subcatchment PRF: WM Roof Runoff Area=3.490 ac Runoff Depth=5.16" ' Tc=6.0 min CN=98 Runoff=18.02 cfs 1.501 of Subcatchment PW1: Proposed West of WM Runoff Area=4.810 ac Runoff Depth=2.60" ' Flow Length=485' Tc=10.1 min CN=73 Runoff=12.57 cfs 1.041 of Subcatchment PWB: Proposed West To Basin Runoff Area=1.630 ac Runoff Depth=3.54" Flow Length=230' Tc=7.9 min CN=83 Runoff=6.21 cfs 0.481 of ' Subcatchment PWM: Proposed WM to Highland St Runoff Area=12.610 ac Runoff Depth=4.05" Flow Length=160' Tc=17.0 min CN=88 Runoff=41.92 cfs 4.256 of Subcatchment TEW: EXISTING West of WM Runoff Area=7.310 ac Runoff Depth=2.51" Flow Length=485' Tc=10.1 min CN=72 Runoff=18.41 cfs 1.529 of ' Reach RP: Pipes thru WM Avg. Depth=0.43' Max Vel=3.84 fps Inflow=1.63 cfs 1.261 of D=18.0" n=0.013 L=1,100.0' S=0.0072 'r Capacity=8.93 cfs Outflow=1.62 cfs 1.260 of , Reach TE3: EXISTING at Highland Ave Inflow=61.18 cfs 6.355 of Outflow=61.18 cfs 6.355 of ' Reach TP3: PROPOSED at Highland Ave Inftow=53.10 cfs 6.526 of Outflow=53.10 cfs 6.526 of ' Reach TPW: PROPOSED West of WM Inflow=15.03 cfs 1.639 of Outflow=15.03 cfs 1.639 of Pond DT: Detention Peak Elev=127.71' Storage=41.363 cf Inflow=24.07 cfs 1.982 of Primary=1.63 cfs 1.261 of Secondary=3.24 cfs 0.598 of Outflow=4.87 cfs 1.858 of Total Runoff Area= 53.910 ac Runoff Volume= 16.173 of Average Runoff Depth = 3.60" t 54.01% Pervious Area= 29.116 ac 45.99% Impervious Area= 24.794 ac 1 Salem Pre Post WM only Type 11124-hr 25-Year Rainfall=5.40" 1 Prepared by Bohler Engineering Page 19 HydroCADO 8.00 s/n 002612 ©2006 HVdroCAD Software Solutions LLC 2/9/2010 Subcatchment 3E: Existing to Highland Ave Input information from TetraTech Rizzo Drainage Analysis ' Runoff = 14.30 cfs @ 12.30 hrs, Volume= 1.559 af, Depth= 3.34" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs ' Type III 24-hr 25-Year Rainfall=5.40" Area (ac) CN Description 4.526 77 Woods, Good, HSG D 1.074 98 Paved parking & roofs 5.600 81 Weighted Average ' 4.526 Pervious Area 1.074 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 100 0.0610 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" i ' 2.1 199 0.0980 1.57 Shallow Concentrated Flow, Shallow Cone. Woodland Kv= 5.0 fps 2.3 148 0.0470 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow ' Woodland Kv= 5.0 fps 1.1 157 0.2100 2.29 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps ' 0.1 12 0.5830 3.82 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.3 55 0.0470 3.49 Shallow Concentrated Flow, Shallow Concentrated Flow-gras Unpaved Kv= 16.1 fps ' 0.4 104 0.0540 4.72 Shallow Concentrated Flow, Shallow Cone. Pavement Paved Kv= 20.3 fps 1.1 185 0.0070 2.90 1.01 Circular Channel (pipe), 8" CL ' Diam= 8.0" Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.013 0.1 68 0.0110 8.76 43.02 Circular Channel (pipe), 30"CMP Diam= 30.0" Area=4.9 sf Perim= 7.9' r= 0.63' n= 0.013 ' 21.5 1,028 Total Subcatchment 3P: To Highland Ave ' Input information from TetraTech Rizzo drainage analysis ' Runoff = 12.09 cis @ 12.14 hrs, Volume= 1.009 af, Depth= 3.95" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-36.00 hrs, dt= 0.05 hrs ' Type III 24-hr 25-Year Rainfall=5.40" II Salem Pre Post WM only Type ///24-hr 25-Year Rainfall=5.40" Prepared by Bohler Engineering Page 20 , HydroCAD®8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 Area (ac) CN Description ' 1.610 98 Paved parking & roofs 0.700 77 Woods, Good, HSG D 0.760 74 >75% Grass cover, Good, HSG C 3.070 87 Weighted Average ' 1.460 Pervious Area 1.610 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 Direct Entry, ' Subcatchment EM Existing WM to Highland St Runoff = 47.35 cfs @ 12.24 hrs, Volume= 4.796 af, Depth= 3.74" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs ' Type III 24-hr 25-Year Rainfall=5.40" Area (ac) CN Description 8.600 98 Paved parking & roofs 5.770 70 Woods, Good, HSG C 0.680 65 Brush, Good, HSG C 0.340 61 >75% Grass cover, Good, HSG B , 15.390 85 Weighted Average 6.790 Pervious Area 8.600 Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 8.7 50 0.0500 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.2 40 0.0750 4.41 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps ' 0.2 160 0.4400 10.68 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.4 100 0.0350 3.80 Shallow Concentrated Flow, ' Paved Kv= 20.3 fps 8.0 Direct Entry, Time in pipes to Highland St. 17.5 350 Total ' Subcatchment PRF: WM Roof Runoff = 18.02 cfs @ 12.09 hrs, Volume= 1.501 at, Depth= 5.16" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.40" Salem Pre Post WM only Type 11124-hr 25-Year Rainfall=5.40" ' Prepared by Bohler Engineering Page 21 HydroCAD®8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 ' Area (ac) CN Description 3.490 98 Paved parking & roofs 3.490 Impervious Area ' Tc Length Slope Velocity Capacity Description _(min) (feet) (ftfft) (ft/sec) (cfs) 6.0 Direct Entry, Min.Allowable ' Subcatchment PW1: Proposed West of WM ' Runoff = 12.57 cfs @ 12.15 hrs, Volume= 1.041 af, Depth= 2.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs ' Type III 24-hr 25-Year Rainfall=5.40" Area (ac) CN Description ' 0.450 98 Paved parking & roofs 4.360 70 Woods, Good, HSG C 4.810 73 Weighted Average ' 4.360 Pervious Area 0.450 Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 0.9 385 0.1900 7.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 50 0.0100 1.61 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 10.1 485 Total ' Subcatchment PWB: Proposed West To Basin Runoff = 6.21 cfs @ 12.11 hrs, Volume= 0.481 af, Depth= 3.54" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.40" Area (ac) CN Description 0.850 70 Woods, Good, HSG C 0.450 98 Det Basin Surface ' 0.330 98 Ledge surface 1.630 83 Weighted Average 0.850 Pervious Area 0.780 Impervious Area 1 Salem Pre Post WM only Type 11124-hr 25-Year Rainfall=5.40" Prepared by Bohler Engineering Page 22 ' HydroCAD®8.00 s/n 002612 ©2006 HVdroCAD Software Solutions LLC 2/9/2010 Tc Length Slope Velocity Capacity Description , _ (min) (feet) (f/ft) (ft/sec) (cfs) 7.6 50 0.0700 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 0.3 180 0.3500 9.52 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 7.9 230 Total Subcatchment PWM: Proposed WM to Highland St ' Runoff = 41.92 cfs @ 12.23 hrs, Volume= 4.256 af, Depth= 4.05' , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.40" ' Area (ac) CN Description 7.630 98 Paved parking & roofs ' 0.710 98 Proposed Exposed ledge 0.520 61 >75% Grass cover, Good, HSG B 3.750 70 Woods, Good HSG C ' 12.610 88 Weighted Average 4.270 Pervious Area 8.340 Impervious Area , Tc Length Slope Velocity Capacity Description (min) (feet) (fttft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 0.1 60 0.6000 15.72 Shallow Concentrated Flow, Down ledge face Paved Kv=20.3 fps ' 0.2 50 0.0300 3.52 Shallow Concentrated Flow, Paved area to CB Paved Kv= 20.3 fps 8.0 Direct Entry,Time in pipes to Highland St , 17.0 160 Total Subcatchment TEW: EXISTING West of WM ' Runoff = 18.41 cfs @ 12.15 hrs, Volume= 1.529 af, Depth= 2.51" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs , Type III 24-hr 25-Year Rainfall=5.40" Area.(ac) CN Description ' 6.860 70 Woods, Good, HSG C 0.450 98 Paved parking & roofs 7.310 72 Weighted Average ' 6.860 Pervious Area 0.450 Impervious Area Salem Pre Post WM only Type 11124-hr 25-Year Rainfall=5.40" ' Prepared by Bohler Engineering Page 23 HydroCAD®8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 0.9 385 0.1900 7.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 50 0.0100 1.61 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 10.1 485 Total ' Reach RP: Pipes thru WM Inflow Area = 5.120 ac, Inflow Depth > 2.95" for 25-Year event ' Inflow 1.63 cfs @ 12.53 hrs, Volume= 1.261 of Outflow 1.62 cfs @ 12.67 hrs, Volume= 1.260 af, Atten= 0%, Lag= 8.7 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Max. Velocity= 3.84 fps, Min. Travel Time= 4.8 min Avg. Velocity = 2.36 fps, Avg. Travel Time= 7.8 min Peak Storage= 465 cf @ 12.59 hrs, Average Depth at Peak Storage= 0.43' Bank-Full Depth= 1.50', Capacity at Bank-Full= 8.93 cfs ' 18.0" Diameter Pipe, n= 0.013 Concrete pipe, straight & clean Length= 1,100.0' Slope= 0.0072T Inlet Invert= 122.00', Outlet Invert= 114.05' ,04 ' Reach TE3: EXISTING at Highland Ave Inflow Area = 20.990 ac, Inflow Depth = 3.63" for 25-Year event Inflow 61.18 cfs @ 12.25 hrs, Volume= 6.355 of Outflow = 61.18 cfs @ 12.25 hrs, Volume= 6.355 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Reach TP3: PROPOSED at Highland Ave Inflow Area = 20.800 ac, Inflow Depth > 3.76" for 25-Year event Inflow = 53.10 cfs @ 12.21 hrs, Volume= 6.526 of ' Outflow = 53.10 cfs @ 12.21 hrs, Volume= 6.526 af, Atten= 0%, Lag= 0.0 min Salem Pre Post WM only Type 11124-hr 25-Year Rainfall=5.40" Prepared by Bohler Engineering Page 24 ' HydroCAD®8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs ' Reach TPW: PROPOSED West of WM Inflow Area = 4.810 ac, Inflow Depth = 4.09" for 25-Year event , Inflow = 15.03 cfs @ 12.16 hrs, Volume= 1.639 of Outflow = 15.03 cfs @ 12.16 hrs, Volume= 1.639 af, Atten= 0%, Lag= 0.0 min , Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Pond DT: Detention , Inflow Area = 5.120 ac, Inflow Depth = 4.65" for 25-Year event Inflow = 24.07 cfs @ 12.09 hrs, Volume= 1.982 of ' Outflow = 4.87 cfs @ 12.53 hrs, Volume= 1.858 af, Atten= 80%, Lag= 26.2 min Primary = 1.63 cfs @ 12.53 hrs, Volume= 1.261 of Secondary = 3.24 cfs @ 12.53 hrs, Volume= 0.598 of ' Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 127.71'@ 12.53 hrs Surf.Area= 14,337 sf Storage= 41,363 cf Plug-Flow detention time= 212.7 min calculated for 1.858 of (94% of inflow) Center-of-Mass dei. time= 178.1 min (940.7- 762.6 ) Volume Invert Avail.Storage Storage Description ' #1 123.00' 74,500 cf Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 123.00 0 0 0 ' 124.00 4,613 2,307 2,307 125.00 8,351 6,482 8,789 126.00 11,921 10,136 18,925 127.00 13,309 12,615 31,540 ' 128.00 14,755 14,032 45,572 129.00 20,866 17,811 63,382 129.50 23,606 11,118 74,500 ' Device Routing Invert Outlet Devices #1 Primary 124.22' 18.0" x 100.0' long Culvert RCP, groove end w/headwall, Ke= 0.200 ' Outlet Invert= 123.47' S= 0.0075'P Cc= 0.900 n= 0.013 #2 Device 1 124.50' 6.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 127.80' 15.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 128.50' 2.00'x 2.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 ' #5 Secondary 128.30' 10.0' long x 12.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64 ' #6 Secondary 126.00' 12.0" x 100.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 125.50' S= 0.00507 Cc= 0.900 n= 0.012 Salem Pre Post WM only Type /1124-hr 25-Year Rainfall=5.40" ' Prepared by Bohler Engineering Page 25 HydroCAD®8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 Primary OutFlow Max=1.63 cfs @ 12.53 hrs HW=127.71' (Free Discharge) t1=Culvert (Passes 1.63 cfs of 13.49 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.63 cfs @ 8.28 fps) ' 3=Orifice/Grate ( Controls 0.00 cfs) =Orifice/Grate ( Controls 0.00 cfs) ' econdary OutFlow Max=3.24 cfs @ 12.53 hrs HW=127.71' (Free Discharge) =Broad-Crested Rectangular Weir ( Controls 0.00 cfs) =Culvert (Barrel Controls 3.24 cfs @ 4.13 fps) 1 1 Salem Pre Post WM only Type/I/24-hr 100-Year Rainfall=6.50" Prepared by Bohler Engineering Page 26 ' HydroCADO 8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points ' Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 3E: Existing to Highland Ave Runoff Area=5.600 ac Runoff Depth=4.34" , Flow Length=1,028' Tc=21.5 min CN=81 Runoff=18.49 cfs 2.026 of Subcatchment 3P: To Highland Ave Runoff Area=3.070 ac Runoff Depth=5.00" , Tc=9.7 min CN=87 Runoff=15.14 cfs 1.278 of Subcatchment EWM: Existing WM to Highland St Runoff Area=15.390 ac Runoff Depth=4.78" , Flow Length=350' Tc=17.5 min CN=85 Runoff=59.95 cfs 6.125 of Subcatchment PRF: WM Roof Runoff Area=3.490 ac Runoff Depth=6.26" , Tc=6.0 min CN=98 Runoff=21.72 cfs 1.821 of Subcatchment PW1: Proposed West of WM Runoff Area=4.810 ac Runoff Depth=3.51" ' Flow Length=485' Tc=10.1 min CN=73 Runoff=17.04 cfs 1.406 of Subcatchment PWB: Proposed West To Basin Runoff Area=1.630 ac Runoff Depth=4.56" , Flow Length=230' Tc=7.9 min CN=83 Runoff=7.94 cfs 0.619 of Subcatchment PWM: Proposed WM to Highland St Runoff Area=12.610 ac Runoff Depth=5.11" Flow Length=160' Tc=17.0 min CN=88 Runoff=52.31 cfs 5.368 of , Subcatchment TEW: EXISTING West of WM Runoff Area=7.310 ac Runoff Depth=3.41" Flow Length=485' Tc=10.1 min CN=72 Runoff=25.13 cfs 2.075 af, ' Reach RP: Pipes thru WM Avg. Depth=0.56' Max Vel=4.41 fps Inflow=2.70 cfs 1.467 of D=18.0" n=0.013 L=1,100.0' S=0.0072 '/' Capacity=8.93 cfs Outflow=2.66 cfs 1.466 of , Reach TE3: EXISTING at Highland Ave Inflow=77.85 cfs 8.151 of Outflow=77.85 cfs 8.151 of Reach TP3: PROPOSED at Highland Ave Inflow=66.14 cfs 8.113 of ' Outflow=66.14 cfs 8.113 of , Reach TPW: PROPOSED West of WM Inflow=20.22 cfs 2.255 of Outflow=20.22 cfs 2.255 of Pond DT: Detention Peak Elev=128.25' Storage=49.517 of Inflow=29.47 cfs 2.440 of Primary=2.70 cfs 1.467 of Secondary=3.90 cfs 0.849 of Outflow=6.60 cfs 2.316 of Total Runoff Area = 53.910 ac Runoff Volume = 20.720 of Average Runoff Depth =4.61" , 54.01% Pervious Area = 29.116 ac 45.99% Impervious Area= 24.794 ac 1 Salem Pre Post WM only Type /II 24-hr 100-Year Rainfall=6.50" ' Prepared by Bohler Engineering Page 27 HydroCAD®8.00 s/n 002612 0 2006 HydroCAD Software Solutions LLC 2/9/2010 Subcatchment 3E: Existing to Highland Ave Input information from TetraTech Rizzo Drainage Analysis ' Runoff = 18.49 cfs @ 12.29 hrs, Volume= 2.026 af, Depth= 4.34" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (ac) CN Description ' 4.526 77 Woods, Good, HSG D 1.074 98 Paved parking & roofs 5.600 81 Weighted Average i ' 4.526 Pervious Area 1.074 Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 100 0.0610 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 199 0.0980 1.57 Shallow Concentrated Flow, Shallow Conc. Woodland Kv= 5.0 fps 2.3 148 0.0470 1.08 Shallow Concentrated Flow,Shallow Concentrated Flow ' Woodland Kv= 5.Ofps 1.1 157 0.2100 2.29 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps ' 0.1 12 0.5830 3.82 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.3 55 0.0470 3.49 Shallow Concentrated Flow, Shallow Concentrated Flow-gras ' Unpaved Kv= 16.1 fps 0.4 104 0.0540 4.72 Shallow Concentrated Flow, Shallow Conc. Pavement Paved Kv= 20.3 fps 1.1 185 0.0070 2.90 1.01 Circular Channel (pipe), 8" CL ' Diam= 8.0" Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.013 0.1 68 0.0110 8.76 43.02 Circular Channel (pipe), 30" CMP Diam= 30.0" Area=4.9 sf Perim= 7.9' r= 0.63' n= 0.013 ' 21.5 1,028 Total Subcatchment 3P: To Highland Ave ' Input information from TetraTech Rizzo drainage analysis ' Runoff = 15.14 cfs @ 12.13 hrs, Volume= 1.278 af, Depth= 5.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs ' Type Ili 24-hr 100-Year Rainfall=6.50" Salem Pre Post WM only Type ///24-hr 100-Year Rainfall=6.50" Prepared by Bohler Engineering Page 28 ' HydroCAD®8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 Area (ac) CN Description , 1.610 98 Paved parking & roofs 0.700 77 Woods, Good, HSG D 0.760 74 >75% Grass cover, Good HSG C , 3.070 87 Weighted Average 1.460 Pervious Area 1.610 Impervious Area To Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 Direct Entry, , Subcatchment EWM: Existing WM to Highland St Runoff = 59.95 cfs @ 12.24 hrs, Volume= 6.125 af, Depth= 4.78" t Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs ' Type III 24-hr 100-Year Rainfall=6.50" Area (ac) CN Description 8.600 98 Paved parking & roofs , 5.770 70 Woods, Good, HSG C 0.680 65 Brush, Good, HSG C 0.340 61 >75% Grass cover, Good, HSG B ' 15.390 85 Weighted Average 6.790 Pervious Area 8.600 Impervious Area , To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 8.7 50 0.0500 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.2 40 0.0750 4.41 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps ' 0.2 160 0.4400 10.68 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.4 100 0.0350 3.80 Shallow Concentrated Flow, , Paved Kv= 20.3 fps 8.0 Direct Entry, Time in pipes to Highland St. 17.5 350 Total , Subcatchment PRF: WM Roof Runoff = 21.72 cfs @ 12.09 hrs, Volume= 1.821 af, Depth= 6.26" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, d1= 0.05 hrs , Type III 24-hr 100-Year Rainfall=6.50" Salem Pre Post WM only Type 11124-hr 100-Year Rainfall=6.50" ' Prepared by Bohler Engineering Page 29 HydroCAD®8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 ' Area (ac) CN Description 3.490 98 Paved parking & roofs 3.490 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min. Allowable Subcatchment PW1: Proposed West of WM ' Runoff = 17.04 cfs @ 12.15 hrs, Volume= 1.406 af, Depth= 3.51" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (ac) CN Description ' 0.450 98 Paved parking & roofs 4.360 70 Woods, Good HSG C 4.810 73 Weighted Average 4.360 Pervious Area 0.450 Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 0.9 385 0.1900 7.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 50 0.0100 1.61 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 10.1 485 Total ' Subcatchment PWB: Proposed West To Basin Runoff = 7.94 cfs @ 12.11 hrs, Volume= 0.619 af, Depth= 4.56" I ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" ' Area (ac) CN Description 0.850 70 Woods, Good, HSG C 0.450 98 Det Basin Surface ' 0.330 98 Ledge surface 1.630 83 Weighted Average 0.850 Pervious Area ' 0.780 Impervious Area Salem Pre Post WM only Type 111 24-hr 100-Year Rainf611=6.50" Prepared by Bohler Engineering Page 30 ' HydroCAD®8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 50 0.0700 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 0.3 180 0.3500 9.52 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 7.9 230 Total Subcatchment PWM: Proposed WM to Highland St ' Runoff = 52.31 cfs @ 12.23 hrs, Volume= 5.368 af, Depth= 5.11" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" ' Area fac) CN Description 7.630 98 Paved parking & roofs t 0.710 98 Proposed Exposed ledge 0.520 61 >75% Grass cover, Good, HSG B 3.750 70 Woods, Good, HSG C , 12.610 88 Weighted Average 4.270 Pervious Area 8.340 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 0.1 60 0.6000 15.72 Shallow Concentrated Flow, Down ledge face Paved Kv= 20.3 fps , 0.2 50 0.0300 3.52 Shallow Concentrated Flow, Paved area to CB Paved Kv= 20.3 fps 8.0 Direct Entry, Time in pipes to Highland St ' 17.0 160 Total Subcatchment TEW: EXISTING West of WM Runoff = 25.13 cfs @ 12.15 hrs, Volume= 2.075 af, Depth= 3.41" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs t Type 11124-hr 100-Year Rainfall=6.50" Area (ac) CN Description ' 6.860 70 Woods, Good, HSG C 0.450 98 Paved parking & roofs 7.310 72 Weighted Average ' 6.860 Pervious Area 0.450 Impervious Area 1 Salem Pre Post WM only Type ///24-hr 100-Year Rainfall=6.50" Prepared by Bohler Engineering Page 31 HydroCADO 8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 1 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, 1 Woods: Light underbrush n= 0.400 P2= 3.10" 0.9 385 0.1900 7.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 50 0.0100 1.61 Shallow Concentrated Flow, 1 Unpaved Kv= 16.1 fps 10.1 485 Total ' Reach RP: Pipes thru WM Inflow Area = 5.120 ac, Inflow Depth > 3.44" for 100-Year event 1 Inflow 2.70 cfs @ 12.51 hrs, Volume= 1.467 of Outflow 2.66 cfs @ 12.63 hrs, Volume= 1.466 af, Atten= 1%, Lag= 7.4 min 1 Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Max. Velocity=4.41 fps, Min. Travel Time= 4.2 min Avg. Velocity= 2.46 fps, Avg. Travel Time= 7.5 min 1 Peak Storage= 664 cf @ 12.56 hrs, Average Depth at Peak Storage=0.56' Bank-Full Depth= 1.50', Capacity at Bank-Full=8.93 cfs 1 18.0" Diameter Pipe, n= 0.013 Concrete pipe, straight& clean Length= 1,100.0' Slope= 0.0072 '/' Inlet Invert= 122.00', Outlet Invert= 114.05' 1 1 1 Reach TE3: EXISTING at Highland Ave 1 Inflow Area = 20.990 ac, Inflow Depth = 4.66" for 100-Year event Inflow 77.85 cfs @ 12.25 hrs, Volume= 8.151 of Outflow = 77.85 cfs @ 12.25 hrs, Volume= 8.151 af, Atten= 0%, Lag= 0.0 min 1 Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs 1 Reach TP3: PROPOSED at Highland Ave Inflow Area = 20.800 ac, Inflow Depth > 4.68" for 100-Year event Inflow = 66.14 cfs @ 12.20 hrs, Volume= 8.113 of 1 Outflow = 66.14 cfs @ 12.20 hrs, Volume= 8.113 af, Atten= 0%, Lag= 0.0 min 1 1 Salem Pre Post WM only Type]//24-hr 100-Year Rainfall=6.50" Prepared by Bohler Engineering Page 32 ' HydroCAD®8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs , Reach TPW: PROPOSED West of WM Inflow Area = 4.810 ac, Inflow Depth = 5.63" for 100-Year event , Inflow = 20.22 cfs @ 12.15 hrs, Volume= 2.255 of Outflow = 20.22 cfs @ 12.15 hrs, Volume= 2.255 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Pond DT: Detention ' Inflow Area = 5.120 ac, Inflow Depth = 5.72" for 100-Year event Inflow = 29.47 cfs @ 12.09 hrs, Volume= 2.440 of , Outflow = 6.60 cfs @ 12.51 hrs, Volume= 2.316 af, Atten= 78%, Lag= 24.8 min Primary = 2.70 cfs @ 12.51 hrs, Volume= 1.467 of Secondary = 3.90 cfs @ 12.51 hrs, Volume= 0.849 of ' Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 128.25' @ 12.51 hrs Surf.Area= 16,307 sf Storage= 49,517 cf Plug-Flow detention time= 199.1 min calculated for 2.316 of(95% of inflow) ' Center-of-Mass det. time= 169.8 min ( 929.3 -759.5) Volume Invert Avail.Storage Storage Description ' #1 123.00' 74,500 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 123.00 0 0 0 ' 124.00 4,613 2,307 2,307 125.00 8,351 6,482 8,789 126.00 11,921 10,136 18,925 127.00 13,309 12,615 31,540 , 128.00 14,755 14,032 45,572 129.00 20,866 17,811 63,382 129.50 23,606 11,118 74,500 ' Device Routing Invert Outlet Devices #1 Primary 124.22' 18.0" x 100.0' long Culvert RCP, groove end w/headwall, Ke= 0.200 ' Outlet Invert= 123.47' S= 0.0075 'P Cc= 0.900 n= 0.013 92 Device 1 124.50' 6.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 127.80' 15.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 128.50' 2.00' x 2.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 , #5 Secondary 128.30' 10.0' long x 12.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64 ' #6 Secondary 126.00' 12.0" x 100.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 125.50' S= 0.0050? Cc= 0.900 n= 0.012 Salem Pre Post WM only Type 111 24-hr 100-Year Rainfall=6.50" Prepared by Bohler Engineering Page 33 HydroCAD®8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 2/9/2010 ' Primary OutFlow Max=2.69 cfs @ 12.51 hrs HW=128.25' (Free Discharge) t1=Culvert (Passes 2.69 cfs of 14.76 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.77 cfs @ 9.01 fps) ' 3=Orifice/Grate (Orifice Controls 0.92 cfs @ 2.29 fps) =Orifice/Grate ( Controls 0.00 cfs) ' econdary OutFlow Max=3.90 cfs @ 12.51 hrs HW=128.25' (Free Discharge) =Broad-Crested Rectangular Weir ( Controls 0.00 cfs) =Culvert (Barrel Controls 3.90 cfs @ 4.97 fps) 1 L1 1 1 1 i APPENDIX E 1 WATER QUALITY / GROUNDWATER RECHARGE 1 CALCULATIONS 1 1 ' 1 1 1 it 1 1 i 1 1 ' Groundwater Recharge Calculations ' Recharge Volumes Required: ' Proposed impervious area= 11.12 acres(484,387 sf) Existing impervious area= 8.60 acres (374,616 sf) ' New impervious area= 2.52 acres (109,771 sf) Recharge volume required for type "C" soils= ' 109,771 sf x 0.25'/12"/ft= 2,287 cf (0.05 Ac-ft) ' Volume provided in detention basin below low level orifice= 10,530 cf (0.24 ac-ft) (see next page) 1 1 1 1 Salem Pre Post WM only Type ///24-hr 100-Year Rainfall=6.50" ' Prepared by Bohler Engineering , HydroCAD®8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 10/28/2009 Stage-Area-Storage for Pond DT: Detention Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 123.00 0 0 128.20 15,977 48,645 ' 123.10 461 23 128.30 16,588 50,273 123.20 923 92 128.40 17,199 51,962 123.30 1,384 208 128.50 17,811 53,713 123.40 1,845 369 128.60 18,422 55,524 ' 123.50 2,307 577 128.70 19,033 57,397 123.60 2,768 830 128.80 19,644 59,331 123.70 3,229 1,130 128.90 20,255 61,326 ' 123.80 3,690 1,476 129.00 20,866 63,382 123.90 4,152 1,868 129.10 21,414 65,496 124.00 4,613 2,307 129.20 21,962 67,665 124.10 4,987 2,786 129.30 22,510 69,888 ' 124.20 5,361 3,304 129.40 23,058 72,167 124.30 5,734 3,859 129.50 23,606 74,500 124.40 6,108 4,451 129.60 23,606 74,500 124.50 6,482 5,080 129.70 23,606 74,500 ' 124.60 6,856 5,747 124.70 7,230 6,451 124.80 7,603 7,193 ' 124.90 7,977 7,972 125.00 8,351 8,789 125.10 8,708 9,641 125.20 9,065 10, L 530 c69 f 1 Al i LS,LS ' 125.30 9,422 11,454 J4 l EJ F� 125.40 9,779 12,415 125.50 10,136 13,410 125.60 10,493 14,442 ' 125.70 10,850 15,509 125.80 11,207 16,612 125.90 11,564 17,750 ' 126.00 11,921 18,925 126.10 12,060 20,124 126.20 12,199 21,336 126.30 12,337 22,563 ' 126.40 12,476 23,804 126.50 12,615 25,059 126.60 12,754 26,327 126.70 12,893 27,609 ' 126.80 13,031 28,905 126.90 13,170 30,216 127.00 13,309 31,540 ' 127.10 13,454 32,878 127.20 13,598 34,230 127.30 13,743 35,597 127.40 13,887 36,979 ' 127.50 14,032 38,375 127.60 14,177 39,785 127.70 14,321 41,210 127.80 14,466 42,649 127.90 14,610 44,103 128.00 14,755 45,572 128.10 15,366 47,078 ' 1 �i�j►� ■:��7 Sizing Estimate ' CONSTRUCTION PRODUCTS INC. tProvided by Aaron Lowell on November 10, 2009 Walmart - Salem Salem, MA ' Information provided by Matt Brook: Site information: ' Structure ID Area ac % Impervious Tc min 1.0" Water Quality Flow cfs WQU-1 10.52 65.50 23.1 4.84 • Presiding agency = MA DEP Vortechs® System Sizing Option: The CONTECH Stormwater Solutions Vortechs® stormwater treatment system is a hydrodynamic separator designed to enhance gravitational separation of floating and settleable materials from ' stormwater flows. Stormwater flows enter the unit tangentially to the grit chamber, which promotes a gentle swirling motion. As stormwater circles within the grit chamber, pollutants migrate toward the center of the unit where velocities are the lowest. The majority of settleable solids are left behind as stormwater exits the swirl chamber. Stormwater flows then are directed below a floatables baffle wall, where buoyant debris and hydrocarbons are removed. ' Offline Configuration: The Offline Vortechs® system is sized to treat and remove a minimum of 80% total suspended solids net annually for the given drainage area of the Typical micron particle gradation while bypassing the ' peak flow event. ' System FRecommended Vortechs® Model rVortechs Treatment Flow Rate (cfs) ' WQU VX 4000 Offline 6.00 ' 02006 CONTECH Stormwater Solutions 200 Enterprise Drive,Scarborough ME 04074 Page 1 of 2 contechstormwater.com Toll-free:877.907.8676 Fax:207,885.9825 ��►� i ��r! Sizing Estimate CONSTRUCTION PRODUCTS INC. ' VortSentry® HS Sizing Option: ' The VortSentry® HS is sized based on reduction of the total suspended solids concentration by a specific percentage at the water quality flow rate. CONTECH Construction Products typically selects the VortSentry® HS model that will provide an 80% annual TSS load reduction. , Recommended VortSentry@ HS , System VortSentr a HS Model Treatment Flow cfs WQU-1 VS HS602.20 Maintenance: Like any stormwater best management practice, the Vortechs® and VortSentW HS systems require ' regular inspection and maintenance to ensure optimal performance. Maintenance frequency will be driven by site conditions. Quarterly visual inspections are recommended, at which time the accumulation of pollutants can be determined. On average, the Vortechs® and VortSentry® HS ' systems require annual removal of accumulated pollutants. ©2006 CONTECH Stormwater Solutions 200 Enterprise Drive.Scarborough ME 04074 Page 2 of 2 ' contechstormwater.com Toll-free:877.907.8676 Fax:207.885.9825 1 ' VORTECHS SYSTEM® ESTIMATED FLOW CALCULATIONS Walmart - Salem Salem, MA STORMWATER Model 4000 SOLUTIONS_ System WQU-1 ' Vortechs Orifice Vortechs Weir Bypass Weir Cd = 0.56 Cd = 4 Cd = 3.3 A(ft') = 0.22 Weir Crest Length(ft) = 0.33 Weir Crest Length (ft) = 5 ' Crest Elevation (ft)= 113.28 Crest Elevation ft = 114.78 Crest Elevation ft = 115.71 Head Elevation Orifice Flow Weir Flow Bypass Flow Total Flow (ft) (ft) (cfs) (cfs) (cfs) (cfs) ' 0.00 113.28 0.00 0.00 0.00 0.00 0.25 113.53 0.24 0.00 0.00 0.24 0.50 113.78 0.57 0.00 0.00 0.57 ' 0.75 114.03 0.75 0.00 0.00 0.75 1.00 114.28 0.90 0.00 0.00 0.90 1.25 114.53 1.02 0.00 0.00 1.02 1 1.50 114.78 1.13 0.00 0.00 1.13 1.75 115.03 1.24 0.17 0.00 1.40 2.00 115.28 1.33 0.47 0.00 1.80 ' 2.25 115.53 1.42 0.86 0.00 2.28 2.43 115.71 1,48 1.18 0.00 2.66 2.68 115.96 1.56 1.69 2.06 5.31 ' 2.93 116.21 1.63 2.26 5.83 9.72 3.18 116.46 1.70 2.87 10.72 15.30 3.43 116.71 1.77 3.54 16.50 21.81 3.68 116.96 1.84 4.25 23.06 29.15 ' Calculated b : AML 11/10/2009 IlChecked by: Vortechs System ' Stage Discharge Curve 117.5 � 117.0 - ' 116.0 -------- ------ ---------------'----------------- ---------------- ----------------- . -- - --- Bypass Cr passCre st 115.50 115.0 ---------- ---------------=----------------- Weir Crest--- ------------ ---------------------- w 114.5 114.0 ..._..... ...... .... .... _ _..t .__.._: ' 113.5 -------------- -----------------' nice Crest 113.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0 Discharge(cfs) 1 1 1 VORTECHS SYSTEM° ESTIMATED NET ANNUAL TSS REMOVAL , 0X \�TCAIJ° Walmart- Salem IA:i=W S! Salem, MA S'rORMWATER Model 4000 S S stem WQU-1 Design Ratio' _ (10.52 acres)x(0.693)x(449 qpm/cfs) = 115.6 ' (28.3 sf) Bypass occurs at an elevation of 115.71' (at approximately 42 gpm/sf) ' Rainfall Intensity Operating Rate Treated Flow %Total Rainfall Rmvl. Effic Rel. Effcv "/hr pm/sf cfs Volume' % % ' 0.08 9.2 0.55 41.0% 96.3% 39.5% 0.16 18.5 1.11 23.9% 88.8% 21.20/6 0.24 27.7 1.66 11.5% 83.8% 9.7% 0.32 37.0 2.22 7.4% 78.8% 5.8% 0.40 44.4 2.66 4.3% 71.7% 3.1% 0.48 49.9 3.00 2.6% 65.6% 1.7% 0.56 48.5 2.91 1.3% 66.3% 0.9% ' 0.64 51.0 3.06 0.8% 64.4% 0.5% 0.72 51.9 3.11 1.0% 63.6% 0.6% 0.80 53.4 3.20 0.5% 62.1% 0.3% 1.00 56.9 3.42 0.3% 60.80/. 0.2% ' 1.40 65.4 3.93 0.6% 54.0% 0.3% 1.80 68.2 4.09 0.3% 51.0% 0.2% 2.20 76.7 4.60 0.2% 41.4% 0.1% ' 84.0% %rain falling at>2.2'/hr or bypassing treatment= 4.3% Assumed removal efficiency for bypassed flows= 0.0% , Removal Efficiency Adjustments= 0.0% Predicted Net Annual Load Removal Efficiency= 84% 1 -Design Ratio=(Total Drainage Area)x(Runoff Coefficient)x(cfs to gpm conversion)/Grit Chamber Area ' • The Total Drainage Area and Runoff Coefficient is specified by the site engineer. The conversion factor from cfs to gpm is 449. 2-Operating Rate(gpm/sf)=intensity("/hr)x Design Ratio. 3-Based on 7 years of data from NCDC station#3276, Groveland, Essex County, MA ' 4-Based on Contech Stormwater Solutions laboratory verified removal of an average particle size of 75 microns(see Technical Bulletin 5-Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. Calculated by: AML 11/10/2009 Checked by: ' 1 1 VortSentry® HS Estimated Net Annual TSS Removal /IAiII,,--\ITCA■ M WALMART - SALEM ' %iWWWRI a SALEM, MA CONSTRUCTION PRODUCTS INC. Model HS60 ' System WQU-1 Design Ratio' = 10.52 acres x 0.69 = 0.059 ' 123 ft3 Rainfall Intensity Flow Rate Operating Rate %Total Rainfall ll Effcv° Rel. Effcv "/hr cfs cfsfft3 Depth 3 0.08 0.58 0.00475 41.0% 98.0% 40.2% 0.16 1.17 0.00951 23.9% 94.4% 22.5% 0.24 1.75 0.01426 11.5% 88.7% 10.2% 0.32 2.33 0.01901 7.1% 74.6% 5.3% 0.40 2.92 0.02376 3.7% 65.8% 2.4% 0.48 3.50 0.02852 2.2% 51.5% 1.2% ' 0.56 4.08 0.03327 1.2% 32.8% 0.4% 0.64 4.67 0.03802 0.7% 13.3% 0.1% 0.72 5.25 0.04277 0.9% 0.0% 0.0% ' 0.80 5.83 0.04753 0.4% 0.0% 0.0% 1.00 7.29 0.05941 0.2% 0.0% 0.0% 1.40 10.21 0.08317 0.5% 0.0% 0.0% ' 1.80 13.12 0.10693 1 0.3% 0.0% 0.0% 2.20 16.04 0.13070 1 0.1% 0.0% 0.0% 82.3% ' % rain falling at>2.2"/hr= 6.3% Removal Efficiency Adjustments= 0.0% Predicted Net Annual Load Removal Efficiency= 82.3% 1 -Design Ratio=(Total Drainage Area x Runoff Coefficient) /VortSentry HS Treatment Volume ' =The Total Drainage Area and Runoff Coefficient are specified by the site engineer. 2-Operating Rate(cfs/ft)=Rainfall Intensity("/hr)x Design Ratio 3-Based on 7 years of data from NCDC station#3276,Groveland, Essex County, MA ' 4- Removal efficiencies are based on Contech Stormwater Solutions laboratory verified removal of F-55, a commercially available silica gradation with a mean particle size of 240 microns,containing particles ranging from 100.600 microns. 5-Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. ' Calculated by: AML Date: 11/10/09 Checked b : Date: 1 Page 1 of 2 ' 1 Purpose: To calculate the first flush runoff flow rata(WQF)over a given slte Brea ln:Ihl$¢@uatlon the ' WQV to be analyied Is the runoff produced by the first 1.0"of rainfall Reference: , United Slates Department of Agriculture Natural Resources Conservation Service TR-55 Manual Structure A Runoff Percent Imp. to t° Given: Name acres miles Coefficient % ' min hr ' WQU-1 10.62 1 0.01644 1 0.693 65.50 23.1 1 0.385 "Assumes runoff coefficient of 0.3 for pervious areas and 0.9 for impervious areas. Procedure: The Water Quality Flow(WQF)is calculated using the Water Quality Volume(WQV). This WQV, ' converted to watershed inches, is substituted for the runoff depth(Q)in the Natural Resources Conservation Service(formerly Soil Conservation Service),TR-55 Graphical Peak Discharge t Method. 1. Compute WQV in watershed inches using the following equation: WQV= P'R , where: WQV=water quality volume(watershed inches) P=design precipitation(inches)_(1.0"for water quality storm) ' R=volumetric runoff coefficient=0.05+0.009(1) I=percent impervious cover Structure Percent P WQV % , Name Imp. R in in WQU-1 65.50 0.640 1.0 0.640 2. Compute the NRCS Runoff Curve Number(CN)using the following equation,or graphically ' using Figure 2-1 from TR-55(USDA, 1986): CN= 10001[10+5P+10Q-10(Q'+1.25QP)"2] ' where: CN=Runoff Curve Number P=design precipitation(Inches)=(1.0"for water quality storm) Q=runoff depth(watershed inches) ' Structure Q Name (in) NWQU-1 0.640F9;6.13 1 ' Page 2 of 2 ' 3. Using computed CN, read initial abstraction(la)from Table 4-1 in Chapter 4 of TR-55:compute I./P, interpolating when appropriate. ' Structure I, Name (in) I,IP WQU-1 0.083 0.083 ' 4. Compute the time of concentration (tc)in hours and the drainage area in square miles. A minimum I.of 0.167 hours(10 minutes)should be used. ' Structure t� A Name hr (miles) WQU-1 0.385 0.01644 5. Read the unit peak discharge(q,)from Exhibit 4-III in Chapter 4 of TR-55 for appropriate 4 for type III rainfall distribution. Structure t, q„ Name (hr) I,/P (csm/in) WQU-1 0.385 0.083 460 ' 6. Substituting WQV(watershed inches)for runoff depth(Q),compute the water quality flow (WQF)from the following equation: ' WQF=(qu)`(A)'(Q) where: WQF =water quality flow(cfs) ' %=unit peak discharge(cfs/mi)/inch) A=drainage area (mi)) Q=runoff depth(watershed inches) ' Structure I q„ A Q WQF Name csm/in miles) In (cfs) ' L WQU-1 I 460 I 0.01644 �- 0.640 NOTE: VORTECHS SYSTEMS INSTALLED IN ' A BYPASS CONFIGURATION REQUIRE AN UPSTREAM DIVERSION STRUCTURE THAT SHALL BE DETAILED BY THE CONSULTING ENGINEER WITH ELEVATION AND SEALANT ' WEIR WIDTH DATA PROVIDED BY CONTECH STORMWATER EXTRUDED BUNA N SEAL 6"CONCRETE TYP SOLUTIONS. ALUMINUM SWIRL ffi/ CHAMBER ( ORIFICE �• 1 1.10 14i OUTLET MAY VARY, , �/1 y _ 9(Y'. 0 _ ` � / ` SEE NOTE 5`0. Al}II 1 WEIR , INLET VARIES,SEE NOTES 8&9. a ' INLET PIPE MUST BE A CORNER INLET SEALANT—/ BAFFLE WALL FLOW CONTROL WALL TO INTRODUCE FLOW TANGENTIALLY TO THE SWIRL CHAMBER. PLAN VIEW B - B CONCRETE REINFORCED ' FOR HS20 LOADING RIM ELEVATIONS TO MATCH FINISHED GRADE • I '•I ' - I .. l ' .I• RISERS BY OTHERS , TOP AND B SIDES SEALED 1 BUTYL TO VAULT , RUBBER WEIR SEALANT I WEIR _________ AND 7.� I ORIFICE s , PLATES TYP INLET INVERT I ORIFICE I OUTLET INVERT 3'0' - T-0' 3'-0' TVP ii TYP TYP owo-° opo-soa °oce�o-° voo�°oe�o-o�ao e ° o•aoeae-aoao 0�° voo-° MINIMUM 6'COMPACTED GRAVEL , SECTION A - A NOTES: , 1.STORPEAK TREATMENT CAPACITY. (SWTS)SHALL HAVE: 7. SWTSCESS SHALL HAVE NO INTERNAL COMPONENTS THAT OBSTRUCT MAINTENANCE PEAK TREATMENT CAPACITY:6 CFS ACCESS SEDIMENT STORAGE:2.4 CU YD 8, INLET PIPE MUST BE PERPENDICULAR TO THE STRUCTURE SEDIMENT CHAMBER OM;6'MIN S. PIPE ORIENTATION MAY VARY;SEE SITE PLAN FOR SIZE AND LOCATION 2.SWTS SHALL BE CONTAINED IN ONE RECTANGULAR STRUCTURE 10.PURCHASER SHALL NOT BE RESPONSIBLE FOR ASSEMBLY OF UNIT ' 3. SWTS REMOVAL EFFICIENCY SHALL BE DOCUMENTED BASED ON PARTICLE SIZE 11.MANHOLE FRAMESAND PERFORATED COVERS SUPPLIED WITH SYSTEM,NOT 4. EMS SHALL RETAIN FLOATABLES AND TRAPPED SEDIMENT UP TO AND INSTALLED INCLUDING PEAK TREATMENT CAPACITY 12.PURCHASER TO PREPARE EXCAVATION AND PROVIDE CRANE FOR OFFLOADING AND 5. SWTS INVERTS IN AND OUT ARE TYPICALLY AT THE SAME ELEVATION SETTING AT TIME OF DELIVERY 6. SWTS SHALL NOT BE COMPROMISED BY EFFECTS OF DOWNSTREAM TAILWATER 13.VORTECHS SYSTEMS BY CONTECH STORMWATER SOLUTIONS;PORTLAND,OR ' (800)5484667;SCARBOROUGH,ME(877)907-8676:LINTHICUM,MD(866)7403318. PROPRIETARY INFORMATION - NOT TO BE USED FOR CONSTRUCTION PURPOSES THs CARO IN,N/or the Purpose of specifying slamwaler vealmant e9ulpment b be famished by CONTECH Stmm abf SaMliani had may only be Vansterred to other dowmeals exarAly as PravIded ' by CONTECH Slcrmwalar Solutions. Tee black Infom kn,excluding the CONTECH Slorelwaler Soi boo east the Vadetlrs Stonnwater Treaurent System tesgaation and palmsnwMer.may be deleted 11 necessary. Revisions m any pad of this CADD 6b without pnor cooMinatlon weh CONTECH Stomwatef Solations shall bee ,Aeratunaulhmized use of phoprietary iafmmauon. AILITI e,AI..1® STANDARD DETAIL STORMWATER TREATMENTY STORMWATER S STEM ' SOLUTIONS VORTECHS® MODEL 4000 U.S.PATENT No.6.759,415 cO ' ntech5lamwBmm leT. DATE:IW4/O6 SCALE:NONE FILE NAME:STD4K DRAW N;JBS CHECKEKEO:NOG ' NOTE:INLET PIPE MUST BE PERPENDICULAR TO WALL IT IS ENTEWNG ON ' 90 DEGREE INLET THAT IS TANGENT �LS SWIRL-CHAMBER ILS TO SWIRL CHAMBER LEFT SIDE ' Ly LIZ CE ' INLET VORTECHS SYSTEM y OUTLET RE RE I ' RIGHT SIDE t RS �RS ' TYPICAL INLET/OUTLET ORIENTATION OPTIONS ' �LS SWIRL CHAMBER 30^MAX. 90 DEGREE INLET ' THAT IS TANGENT LEFT SIDE TO SWIRL CHAMBER __s _ 30°MA%. L ' INLET V 7qSIDE ***A OUTLET RE' NOTE:DUAL INLET MUST BE y POSITIONED TO INDUCE SAME DIRECTION OF FLOW IN SWIRL CHAMBER ' n RIGHT 5 ? NOTE:ANGLED OUTLET I REQUIRES ELLIPTICAL KNOCKOUT. t ORIENTATION KEY DUAL INLET ANGLED OUTLET LEsLEFT END ORIENTATION OPTIONS ORIENTATION OPTIONS RE=RIGHi END LS=LEFT SIDE RS=RIGHT SIDE CE=CENTER END This CADE,fide is for the purycse of specifying stormwater treatment equipment to be fumished by CONTECH Sto"water Solutions and may only be transferred to other documents exactly ' as provided by CONTECH Slormwater Solutions. Title block Information,excluding the CONTECH Stormwater Sol Acne logo and the Vorlechs Slormwater Treatment System designation and patent number,may be deleted it necessary. Revisions to any pad of this CADD file without prior coordination with CONTECH Slormwaler Solutions shall be considered unauthorized use of proprietary information. STORMWATER TYPICAL VORTECHSO SYSTEM ORIENTATIONS ' SOLUTIONS_ contechstomlwatercom DATE:49106 1 SCALE:NONE I FILE NAME:TYPVX ORIENTATION DRAWN:GMC CHECKED:NDG FOR INFORMATIONAL PURPOSES ONLY ' NOT INTENDED AS A CONSTRUCTION DOCUMENT -BYPASS AND JUNCTION STRUCTURES NOT SUPPLIED BY CONTECH STORMWATER SOLUTIONS- ' BYPASS MANHOLE JUNCTION MANHOLE BYPASS PIPE LENGTH OUTSIDE TO OUTSIDE DISTANCE -------- -' •- ______ TO ' BYPASS OUTFALL —� --_ ___-_-_-_-_-_-_---_-_-_-_-_ ___-__----""-""'-"""------____ t ti BYPASS WEIR LENGTH AND � �, ' CREST ELEVATION TO BE I /I DETERMINED BY CONTECH l i STORMWATER SOLUTIONS } t CENTER LINE TO CENTER LINE DISTANCE , NOTE: BYPASS AND JUNCTION MANHOLE DIAMETERS ARE ASSUMED BASED ON THE TREATMENT CAPACITY OF THE VORTECHS SYSTEM. THESE DIAMETERS MAY CHANGE DEPENDING ON SPECIFIC SITE CONDITIONS. CONTACT YOUR CONTECH STORMWATER SOLUTIONS DESIGN ENGINEER. Vortechs Vortechs Dims Recommended Typical Typical Approximate Approximate ' Model Size Pipe Size Bypass Junction Center Line to Bypass Pipe Length Width Manhole Manhole Center Line Length Outside Distance to Outside ' 1000 9'-0" 3'-0" 010" 4'_0"0 4•-0"0 7'-6" 3'-6" 2000 10'-0" 4'-0" 012" 4•_0"0 4•_0"0 8'-5" 4'-5" t 3000 11'-0" 5'-0" 015" 5'-0110 4'-0"0 9'-3" 4'-9" t 4000 12'-0" 6-0" 015" 5'-0110 4'-0"0 10'-3" 5'-9" 5000 13'-0" 7'-0" 018" 6%0"0 5'-010 11'-2" 5'-8" ' 7000 14'-0" 8'-0" 018" 6'-0110 5'-0"0 12'-2" 6'-8" ' 9000 15'-0" 9'-0" 021" 6'-0110 6%0"0 11'-10" 5'-10" 11000 16-0" 10'4" 024" 6'-010 6'-0"0 12'-8" 6-8" ' 16000 18'-0" 12'-0" 027" 6'-0"0 6'-0"0 14'-7" 8%7' ' T CAOOr for Nepurposeofspmifyingetdrmwaler treWmnteQuipmentbbefumishedby CONTECH$tormwafer SOlege mdmaymybetransferredboeterdocumentsexaWyas,r ed ' by CONTECH Stomwalet Solutions. Title block Information,excluding Ne CONTECH Stmnwater Solutions Jago and the Vortechs Slormwawr Tmabmnt System designation and patent number,may, be delehad g necessary. Revisions to any part of this CADD rite"houf prior ceafdinafion Hier CONTECH Stamwater Solutions shall be considered una.Ww ed use of propnelary information. AVTC/�V® TYPICAL BYPASS & JUNCTION MANHOLE LAYOUT WITH SPECIFICATIONS TABLE FOR STORMWATER VORTECHS9 STORMWATER TREATMENT SYSTEM SOLUTIONS.- COnlech$tOtrrlvYdt9LCom DATE:499 I SCALE:NONE I FILE NAME:TYPTBUMBPR DRAWN:GMC CHECKEDNDG ' 1 1 1 � 1 1 1 APPENDIX F 1 STORM SEWER SIZING it II � 1 � 1 1 1 1 1 1 1 1 1 Z 2 Wig 0 ^ c! ppw ;L ® a f it RFCB- 12 Ln 63 / e CB- 111 D 1 .t.,,l ,I I I ! h � a• J a ,� y ' ✓ / / NOT APPROVED FOR (RF 2'.` I / .• CONSTRLCTION RF-4 CB- 10 —r — Q �. RF- 1B RF 1A LAND DEVELOPMENT --- -- a . L FOR Y'� �'•, \ / / / ( / ti WALMART 1 \' STORES,INC. PROPOSEDRE'tAIL ',�j ✓ B—p(J DE\ELOPAIENT \\ ^'Y NIGNLANDAVE(R WIWI tt Ci S4EY ESSE%COUNtt.MA55AGW5Eii$ CB-9 ®BOHLER , . i hh4FNrt¢11X0 C — 18 bIIIPARIE M]r0 M.D. SMITH / `f31YE11 g0'Yl CB— 1 / - PWFUSCNI ENL VCLN CB-2 C.B-3 CB-4 CB-5 C —6 L dASINB— NAGEGRAPHIC SCAhE nIAP100 0 50 100 20,'PIN FEET inch =100 It REVIsroNomrnrro+a 1 esu S M Page Line Line InletTrIvel i Dmg Runoff Total Q Line Line Line Flow Capac Vel Invert Invert Gnd/Rim HGL Cover No. ID Time Sys Area Coeff CxA Capt Length Slope Size Rate Full Ave Up Dn EI Up Up Up (min) (in/hr) (ac) (C) (cfs) (ft) M (in) (cfs) (cfs) (Ws) (ft) (ft) (ft) (ft) (ft) 1 MHB-MHA 0.0 0.12 23.4 3.46 0.00 0.00 8.47 ... 44.00 3.00 30 32.02 71.03 7.90 115.13 113.81 123.05 117.02 5.42 2 MHC-MHB 0.0 0.03 23.4 3.46 0.00 0.00 8.47 ... 10.00 1.00 30 32.04 41.01 7.46 115.33 115.23 122.90 117.30 5.07 3 MHD-MHC 0.0 0.03 23.3 3.47 0.00 0.00 8.47 ... 10.00 1.00 30 32.05 41.01 7.14 115.43 115.33 122.75 117.53 4.82 4 MHE-MHD 0.0 0.43 22.9 3.50 0.00 0.00 5.99 ... 120.00 0.76 30 23.65 35.71 4.82 116.34 115.43 123.70 119.22 4.86 5 MHF-MHE 0.0 0.24 22.7 3.51 0.00 0.00 5.51 ... 63.00 0.75 30 22.05 35.42 4.49 116.81 116.34 123.60 119.81 4.29 I 6 MHG-MHF 0.0 0.26 22.4 3.53 0.00 0.00 5.00 ... 64.00 0.59 30 20.37 31.60 4.15 117.19 116.81 123.65 120.33 3.96 7 MHH-MHG 0.0 0.29 22.1 3.56 0.00 0.00 4.51 ... 64.00 0.59 30 18.72 31.60 3.81 117.57 117.19 123.70 120.77 3.63 I 8 MHI-MHH 0.0 0.29 I 21.8 3.58 0.00 0.00 3.79 ... 90.00 0.60 24 16.27 17.52 5.18 118.11 117.57 124.00 121.46 3.89 9 MHJ-MHI 0.0 0.14 21.7 3.59 0.00 0.00 3.52 ... 41.00 0.59 24 15.33 17.30 4.88 118.35 118.11 124.10 122.04 3.75 10 MHK-MHJ 0.0 0.50 21.2 3.63 0.00 0.00 1.83 ... 88.00 0.49 24 9.32 15.81 2.97 118.78 118.35 125.60 122.79 4.82 11 MHL-MHK 0.0 1.14 20.1 3.73 0.00 0.00 1.34 .... 297.00 0.60 18 7.68 8.13 4.35 120.66 118.88 131.20 124.52 9.04 12 MHM-MHL 0.0 0.45 19.6 3.77 0.00 0.00 1.15 ... 108.00 0.60 18 7.02 8.15 3.97 121.41 120.76 131.20 125.24 8.29 13 MHN-MHM 0.0 0.54 19.1 3.81 0.00 0.00 0.89 ... 111.00 0.59 18 6.09 8.10 3.44 122.07 121.41 131.20 125.84 7.63 14 MHO-MHN 0.0 0.78 18.3 3.89 0.00 0.00 0.65 ... 138.00 0.60 18 5.22 8.14 2.95 122.90 122.07 131.40 126.36 7.00 15 MHP1-MHO 0.0 2.92 5.2 5.95 0.00 0.00 0.10 ... 132.00 0.50 12 0.59 2.52 2.62 128.00 127.34 132.67 128.33 3.67 16 LD1-MHP1 5.0 0.18 5.0 6.00 0.11 0.90 0.10 0.59 8.00 1.25 12 0.59 3.98 2.20 128.10 128.00 132.75 128.43 3.65 17 CB12-MHN 15.0 0.18 15.0 4.24 0.52 0.46 024 1.01 14.00 1.00 12 1.01 3.56 3.52 127.00 126.86 132.75 127.43 4.75 18 CB11-MHM 12.0 0.14 12.0 4.63 0.62 0.42 0.26 1.20 13.00 4.00 12 1.20 7.12 4.47 127.00 126.48 131.00 127.65 3.00 19 CB10-MHL 10.0 0.20 10.0 4.94 0.37 0.51 0.19 0.93 14.00 2.00 12 0.93 5.04 3.95 127.00 126.72 131.00 127.41 3.00 20 CB8-MHK 10.0 0.08 10.0 4.94 0.58 0.30 0.17 0.86 20.00 2.00 6 0.86 0.79 4.38 121.30 120.90 125.30 123.40 3.50 21 CBS-MHK 12.0 0.12 12.0 4.63 0.43 0.73 0.31 1.45 30.00 2.00 8 1.45 1.71 4.16 119.50 118.90 122.50 123.36 2.33 Project File: W060610.stm Number of lines:59 Date: 01-26-2010 NOTES: Intensity=45.72/(inlet time+11.30)A 0.73-Return period=25 Yrs.; -Critical depth Hydraflow Storm Sewers 20W R@s U Its Page 2 Line Line Inlet Pipe Tc i Drng Runoff Total Q Line Line Line Flow Capac Vel Invert Invert GndlRim HGL TUverNo. ID Time Travel Sys Area Coeff CxA Capt Length Slope Size Rate Full Ave Up Dn EI Up Up(min) (min) (min) (inlhr) (ac) (C) (cfs) (ft) M (in) (cfs) (cfs) MIS) (ft) (ft) 22 CB7-MHJ 5.0 0.09 5.0 6.00 0.87 0.69 0.60 3.60 24.00 2.00 12 3.60 5.04 4.59 119.46 118.98 123.70 122.70 3.24 23 CB6-MHI 5.0 0.16 5.0 6.00 0.32 0.86 0.28 1.65 20.00 1.00 12 1.65 3.56 2.10 119.30 119.10 123.40 122.19 3.10 24 CB5-MHH 5.0 0.04 5.0 6.00 0.80 0.89 0.71 4.27 13.00 1.54 12 4.27 4.42 5.44 119.30 119.10 123.40 121.18 3.10 25 CB4-MHG 5.0 0.06 5.0 6.00 0.55 0.90 0.50 2.97 14.00 2.00 12 2.97 5.04 3.78 119.30 119.02 123.40 120.74 3.10 26 CB3-MHF 5.0 0.06 5.0 6.00 0.57 0.89 0.51 3.04 15.00 2.13 12 3.04 5.20 3.88 119.32 119.00 123.30 120.31 2.98 27 CB2-MHE 5.0 0.07 5.0 6.00 0.55 0.88 0.48 2.90 15.00 1.47 12 2.90 4.31 5.08 119.30 119.08 123.30 120.02 3.00 28 CB1-MHD 5.0 0.03 5.0 6.00 1.34 0.89 1.19 7.15 12.00 2.00 15 7.15 9.13 7.02 118.50 118.26 122.50 119.81 2.75 29 MHP-MHD 0.0 1.29 16.2 4.10 0.00 0.00 1.29 ... 332.00 1.70 15 5.27 8.42 6.34 124.00 118.36 132.30 124.92 7.05 30 RF1-MHP 5.0 9.70 5.0 6.00 0.10 0.90 0.09 0.54 400.00 1.00 12 0.54 3.56 1.64 128.00 124.00 132.75 128.31 3.75 31 MHQ-MHP 0.0 0.55 15.7 4.16 0.00 0.00 1.20 ... 93.00 0.51 18 4.98 7.47 4.52 124.83 124.36 131.20 125.72 4.87 32 MHR-MHO 0.0 0.64 15.1 4.23 0.00 0.00 1.04 ... 137.00 0.50 15 4.39 4.55 3.84 125.51 124.83 131.15 126.55 4.39 33 MHS-MHR 0.0 0.55 14.5 4.29 0.00 0.00 0.84 ... 97.00 0.49 15 3.61 4.54 3.04 125.99 125.51 132.30 127.09 5.06 34 MHT-MHS 0.0 0.44 14.1 4.35 0.00 0.00 0.84 ... 78.00 0.50 15 3.66 4.57 3.12 126.38 125.99 130.90 127.45 3.27 35 CE17-MHT 11.0 0.81 11.0 4.78 0.72 0.68 0.49 2.34 145.00 0.50 12 2.34 2.51 2.98 127.10 126.38 130.10 128.21 2.00 36 C616-MHT 14.0 0.07 14.0 1 4.36 0.78 0.45 0.35 1.53 8.00 2.00 12 1.53 5.04 4.13 127.70 127.54 130.70 128.39 2.00 37 CB15-MHR 5.0 0.13 5.0 6.00 0.26 0.76 0.20 1.19 12.00 2.00 12 1.19 5.04 3.99 128.00 127.76 131.00 128.54 2.00 I 38 CB14-MHQ 5.0 0.08 5.0 6.00 0.21 0.76 0.16 0.96 13.00 2.00 8 0.96 1.71 4.34 128.00 127.74 131.00 128.47 2.33 39 MHE1-MHO 0.0 0.14 18.1 3.90 0.00 0.00 0.55 ... 34.00 0.74 15 4.84 5.54 3.95 123.22 122.97 132.00 126.68 7.53 40 CB13-MHEI 18.0 0.15 18.0 3.92 0.92 0.60 0.55 2.16 24.00 2.00 12 2.16 5.04 3.48 126.55 126.07 130.55 127.17 3.00 41 MHF1-MHE1 0.0 0.84 0.2 0.00 0.00 0.00 0.00 ... 111.00 0.75 15 2.69 5.58 2.19 124.05 123.22 129.50 127.28 4.20 42 OCS-MHF1 0.0 1 0.17 0.0 0.00 0.00 0.00 0.00 ... 22.00 0.77 15 2.69 5.68 2.19 124.22 124.05 128.00 127.39 2.53 I � Project File: W060610.stm Number of lines:59 Date: 01-26-2010 NOTES: Intensity=45.72 1(Inlet time+11.30)^0.73--Return period=25 Yrs.; "'Critical depth Hydrafl w Storm Sewers 2005 resu s m Page 2 Line Line ;In Pipe Tc i Dmg Runoff Total Q Line Line Line Flow Capac Vel Invert Invert Gnd/Rim HGL Cover No. ID Travel Sys Area Coeff CxA Capt Length Slope Size Rate Full Ave Up Dn EI Up Up Up ) (min) (min) (in/hr) (ac) (C) (cfs) (ft) M (in) (cfs) (cis) (Ws) (ft) (ft) (ft) (ft) (ft) 43 MHG1-MHJ 0.20 10.1 4.93 0.00 0.00 1.09 ... 52.00 1.00 15 5.38 6.46 4.38 120.97 120.45 0.00 122.84 N/A 44 CB18-MHG1 .0 0.06 10.0 4.94 1.71 0.57 0.97 4.81 22.00 2.00 12 '4.81 5.04 6.13 121.20 120.76 0.00 123.52 N/A 45 C1319-MHG1 ' 5.0 0.15 5.0 6.00 0.13 0.90 0.12 0.70 8.00 1.00 12 0.70 3.56 0.89 121.05 120.97 0.00 123.41 N/A 46 MHD1-FES2 0.0 0.46 6.2 5.70 0.00 0.00 1.62 ... 142.00 0.95 18 9.23 10.24 5.22 126.35 125.00 132.00 128.91 4.15 47 MHC1-MHD1 0.0 0.11 6.1 5.73 0.00 0.00 1.62 ... 36.00 1.00 18 9.28 10.50 5.25 127.21 126.85 132.00 129.43 3.29 48 MH81-MHC1 0.0 0.22 5.9 5.78 0.00 0.00 0.70 ... 43.00 0.51 15 4.06 4.62 3.31 127.43 127.21 131.75 130.28 3.07 49 MHA1-MHB1 0.0 0.50 5.4 5.90 0.00 0.00 0.70 ... 101.00 0.50 15 4.14 4.54 3.38 127.93 127.43 131.75 130.76 2.57 50 MHZ-MHA1 0.0 0.31 5.0 5.99 0.00 0.00 0.70 ... 64.00 0.50 15 4.20 4.57 3.42 128.25 127.93 132.00 131.08 2.50 51 RF3-MHC1 5.0 0.04 5.0 6.00 1.02 0.90 0.92 5.51 10.00 1.00 15 5.51 6.46 4.49 128.35 128.25 132.75 130.04 3.15 52 RF2-MHZ 5.0 0.05 5.0 6.00 0.78 0.90 0.70 4.21 10.00 1.00 15 4.21 6.46 3.43 128.35 128.25 132.75 131.31 3.15 53 MHY-FES1 0.0 0.17 7.7 5.37 0.00 0.00 1.37 ... 42.00 0.90 18 7.35 9.99 4.16 124.79 124.41 132.00 128.64 5.71 54 MHX-MHY 0.0 0,81 6.9 5.55 0.00 0,00 1.37 .... 207.00 0.70 18 7,59 8.79 429 126.24 124.79 132.20 129.84 4.46 55 MHW-MHX 0.0 0.33 6.5 5.62 0.00 0.00 1.37 ... 87.00 0.70 18 7.69 8.79 4.35 126.85 126.24 132.30 130.35 3.95 56 MHV-MHW 0.0 1.37 5.1 5.96 0.00 0.00 0.66 .... 263.00 0,50 15 3.92 4.56 3.19 128.16 126.85 132.20 131.75 2,79 57 MHU-MHV 0.0 I 0.09 5.1 5.99 0.00 0.00 0.66 ... 18.00 0.50 15 3.93 4.57 3.20 128.25 128.16 132.70 131.94 3.20 58 RF4-MHU 5.0 0.05 5.0 6.00 0.73 0.90 0.66 3.94 10.00 1.00 15 3.94 6.46 3.21 128.35 128.25 132.75 132.13 3.15 59 RF5-MHW 5.0 0.03 5.0 6.00 0.79 0.90 0.71 4.27 1 10.00 1.00 12 4.27 3.56 5.43 128.35 128.25 132.75 130.79 3.40 Project File: W060610.stm Number of lines:59 Date: 01-26-2010 NOTES: Intensity=45.72/(Inlet time+11.30)A 0.73--Return period=25 Yrs. ; ••Critical depth Hyareflm Storm sewers 2005 1 1 CATCH BASIN DRAINAGE AREA SUMMARY ' WALMART SALEM, MASSACHUSETTS ' c coefficient, grass-1 0.30 c coefficient, impervious= 0.90 , Drainage Total Grassed Total Area Area Area Area ' Name Acres Acres "C not used CB1 1.34 0.02 0.89 0.00 CB2 0.55 0.01 0.89 0.00 , C133 0.57 0.01 0.89 0.00 C134 0.55 0.00 0.90 0.00 C135 0.80 0.01 0.89 0.00 CBS 0.32 0.02 0.86 0.00 CB7 0.51 0.02 0.88 0.00 CBS 0.43 0.13 0.72 0.00 CB9 0.58 0.58 0.30 0.00 ' CB10 0.37 0.24 0.51 0.00 CB11 0.621 0.50 0.42 0.00 CB12 0.52 0.38 0.46 0.00 ' CB13 0.92 0.46 0.60 0.00 CB14 0.21 0.05 0.76 0.00 CB15 0.26 0.06 0.76 0.00 , CB16 0.78 0.59 0.45 0.00 CB17 0.72 0.27 0.68 0.00 CB18 1.71 0.95 0.57 0.00 CB19 0.13 0.00 0.90 0.00 ' RF-1 0.10 0.00 0.90 0.00 RF-2 0.78 0.00 0.90 0.00 RF-3 1.02 0.00 0.90 0.00 ' RF-4 0.73 0.00 0.90 0.00 RF-5 0.79 0.00 0.90 0.00 RF-6 0.11 0.00 0.90 0.00 ' Total Area (ac.)= 15.42 O:\F I LES\Wa I-Mart\Massachusetts\Salem\Drainage\c_coefficients.xis 1126/2010 1 ' APPENDIX G OPERATION AND MAINTENANCE PLAN 1 11 I ' I ' t LONG TERM STORMWA TER SYSTEM OPERA TIONAND ' MAINTENANCE PLAN The Stormwater Management Standards Standard 9: A Long Term Operation and Maintenance (O&M) Plan shall be developed and implemented to ensure that stonnwater management systems function as designed. The Long-term Operation and Maintenance Plan shall at a minimum identify: ' 1. Stormwater management system(s)owners; 2. The party or parties responsible for operation and maintenance, including how future property owners will be notified of the presence of the Stormwater management system ' and the requirement for proper operation and maintenance; 3. The routine and non-routine maintenance tasks to be undertaken after construction is complete and a schedule for implementing those tasks; ' 4. Plan that is drawn to scale and shows the location of all Stormwater BMPs in each treatment train along with the discharge point; 5. Description and delineation of public safety features; and 1 6. Estimated operations and maintenance budget. The Operation and Maintenance Plan shall identify best management practices for implementing ' maintenance activities in a manner that minimizes impacts to wetland resource areas. Owner: General Contractor: TBD S.R. Weiner&Associates 1330 Boylston Street Chestnut Hill, MA 02467 1 The General Contractor shall have all logs and reports as stated within the Stormwater Pollution Prevention Plan readily available at all times for inspection by the City's Conservation ' Commission. Method of recording for future Owners ❑ Deed ❑ Order of Conditions ® Other: Approved Site Plans COMPONENT: Parking Lot and Access Drives RESPONSIBILITY: ' During Construction: General Contractor Post Construction: Owner ' ACTION: Street Sweeping FREQUENCY: ' During Construction: As needed Post Construction: Per table below For 10% Annual TSS removal: FType of Sweeper Fre uenc ' Hi h Efficient Vacuum Monthly Regenerative Air Sweeper Every two weeks,average Mechanical Sweeper(Rotary Broom) Weekly ' For 5% Annual TSS removal: Type of Sweeper Frequency ' High Efficient Vacuum Quarterly Re enerative Air Sweeper Quarterly Mechanical Sweeper(Rotary Broom) Monthly ' Any frequencies less than those listed above are considered a 0%TSS removal rate. DESCRIPTION: Roadways shall be swept per the above table, primarily in the spring and fall. t The Contractor/Owner will monitor all areas and remove sediments as necessary,considering both annual necessity and the need for more frequent cleaning during construction. Sweeping ' shall be performed to remove sediments prior to introduction into the stormwater collection system. Washing and water jetting shall be discouraged. Sweepings are regulated as solid waste and can be used in three ways: ' 1. As approved by MassDEP(daily landfill cover,additive to compost, fill under a public way) 2. If approved under a Beneficial Use Determination 3. Disposed in a Landfill BUDGET: $3000/year based on monthly sweepings. ' DRAINAGE SYSTEM I ' The following components shall be inspected: • During or immediately following initial installation of sediment controls. • Following severe rainstorms to check for damage to controls. • Prior to seeding deadlines, particularly in the fall. • Near the completion of projects under construction to ensure that temporary controls have been removed,stabilization is complete, drainage ways are in proper condition, and the final contours agree with the proposed contours on the approved plan. After the occurrence of any heavy rainfall that may have affected stormwater management facilities, the designated inspector shall inspect the components listed below for evidence of scouring or erosion, excessive sediment deposits, clogging of stormwater structures, or any other ' condition that may adversely affect stormwater management operations. If any of these conditions are observed, then appropriate actions should be taken to restore the stormwater management facility so that it operates as intended. A "major storm" is the 2 year frequency storm which is generally a rainfall of three (3) or more inches within 24 hours. I 1 I , I '. 1 COMPONENT: Catch basins RESPONSIBILITY: Owner , ACTION: Cleaning(Sediment removal/sump cleaning)and Inspection ' FREQUENCY: 1. Inspection —Two times per year ' 2. Cleaning—Once per year or whenever the depth of deposits is,greater than or equal to one half the depth fi-om the bottom invert of the lowest pipe in the basin. DESCRIPTION: Basins are to be cleaned on an annual basis or when the depth of deposits is ' greater than or equal to one half the depth from the bottom of the sump to the invert of the lowest pipe in the basin. The Owner will inspect sumps post construction a minimum of twice per year. Precautions shall take place to maintain the integrity of the oil trapping hoods during cleaning. , The hoods shall be inspected and repaired as necessary. Accumulated hydrocarbons shall be collected separately from accumulated sediment. All material shall be disposed of in accordance with DFP regulations. ' Inspections: o Frame and Grate o Inlet and Outlet condition t o Cracks and settlement o Joint failure o Leaking ' o Sediment Accumulation o Oil/Gas Sheen in water o Condition of trap hood o General inspection of structure ' BUDGET: Inspection/cleaning- $1,000/yr per catch basin for semi-annual inspections and annual cleaning. ' 1 COMPONENT: Stormwater Quality Unit ' RESPONSIBILITY: During Construction: General Contractor ' Post Construction: Owner ACTION: Inspection/cleaning ' FREQUENCY: Per Manufacturer's Maintenance Guidelines or once per six months whichever is more restrictive. ' DESCRIPTION: See Manufacturer's Maintenance Guidelines. All accumulated materials shall be disposed of in accordance with DEP regulations. BUDGET: Inspection/cleaning- $1,000/yr per unit I , 1 1 COMPONENT: Detention Pond RESPONSIBILITY: ' During Construction: General Contractor Post Construction: Owner ' ACTION: Various inspection, maintenance, and cleaning activities FREQUENCY: ' During Construction 1. Cleaning—As needed during construction or whenever the sediment depth exceeds a ' depth of twelve(12) inches. 2. Inspection —As needed during construction but once a month ata minimum. Post Construction I. Inspection—Monthly. 2. Cleaning—Four times per year or whenever the average sediment depth exceeds a depth of twelve(12) inches. 3. Mow the side slopes on a regular basis, with a minimum of twice a year. Remove all ' grass clippings and accumulated organic matter at least twice yearly during the growing season. DESCRIPTION: Inspections shall be by qualified personnel assigned by the property owner. ' During the growing season, the pond side slopes shall be mowed at least twice, with additional cuttings performed as needed. All tree saplings of any species will be removed from ' embankments and the pond bottom. The inlet to the pond shall be inspected for erosion and sedimentation,and rip-rap shall be promptly repaired in the case of erosion. Sediment collecting in the pond bottom shall be removed four times a year or any time the sediment reaches an ' average depth of one foot anywhere in the pond. Any sediments removed shall be disposed of in accordance with the latest DEP guidelines for stormwater sediment disposal. Inspections: o Inlet and Outlet condition ' o Sediment Accumulation o Oil/Gas Sheen in water o Condition of drawdown pipe ' BUDGET: Cleaning- $500 per cleaning , Inspection -$250/yr for monthly inspections Mowing-$100/yr for the minimum two mowings 1 1 i 1 ' APPENDIX H LONG TERM POLLUTION PREVENTION PLAN Long-Term Pollution Prevention Plan Proposed Wahnart iHighland Avenue Salem, Massachusetts 1. Good Housekeeping Practices ' The Owner/Operator shall use good housekeeping practices by following the Operation and Maintenance plans as provided within this report. 2. Provisions for storing materials and waste products inside or under cover Hazardous materials or wastes associated with typical retail sales or retail building use may be ' stored at the proposed project. Any such materials or wastes will be stored and handled in accordance with all applicable local, state, and federal regulations. In the event of significant spill of any hazardous material or waste, emergency contact numbers are listed below. 3. Vehicle washing controls Vehicle washing is not anticipated to occur at this site. In the event vehicles are washed at the ' site, they shall be washed in an area that will collect the runoff in the storm sewer system and discharge it to a water treatment unit. Direct discharge of wash water to wetlands shall be prohibited. 4. Requirements for routine inspections and maintenance of stormwater BMPs ' The Owner/Operator shall maintain the BMP's by following the Operation and Maintenance Plan. S. Spill prevention and response plan There is very limited risk of significant spills at this site. Any spill requiring action would most likely be associated with motor vehicles. In the event of a large spill contact the following: Mass DEP 24 hour Spill Emergency Response Notification line: 888-304-1133. Regulatory Contacts Contact information for reporting oil and hazardous materials releases to the EPA, ' DEP, and local agencies are provided below. Agency Telephone Fire Department 911 /(978)744-6990 Massachusetts Department Of Environmental Protection 888-304-1133 United States Environmental Protection Agency (617)918-1279 1 L� 1 6. Provisions for maintenance of lawns,gardens,and other landscaped areas The use of chemical fertilizers shall be minimized or avoided where possible. ' 7. Requirements for storage and use of fertilizers, herbicides,and pesticides Fertilizers, herbicides, and pesticides may be stored at the site. Such materials will be in closed containers. If the containers are not located under cover, all necessary precautions will be taken to minimize the potential for these materials to mix with storm rwioff. 8. Provisions for solid waste management All solid waste management systems shall be inspected and maintained in accordance with all ' local,state and federal requirements. 1