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HomeMy WebLinkAboutMorgan_SWPPP_Report_REV_4 Storm Water Pollution Prevention Plan for Proposed SDM Rentals Duplex Apartments Town of Lansing Lansing, New York Revised January 2020 Prepared by: Timothy C. Buhl, PE NYSPE#: 053134 For: Scott Morgan (T) Lansing, Lansing, NY TABLE OF CONTENTS 1.0 EXECUTIVE SUMMARY..................................................................................4 2.0 INTRODUCTION ...............................................................................................6 3.0 PROJECT DESCRIPTION...............................................................................8 4.0 RUNOFF REDUCTION VOLUME ..................................................................9 5.0 STORMWATER POL PREVENTION MEASURES AND CNTRLS.........11 6.0 LOCAL PLANS.................................................................................................15 7.0 WETLANDS, FLOODPLAIN, AND FLOOD LIMITS................................. 15 8.0 NYSHPO............................................................................................................ 15 9.0 INSPECTIONS AND SYSTEM MAINTENANCE .......................................16 10.0 POST CONSTRUCTION INSPECTION AND MAINTENANCE................. ...........................................................................17 ATTACHMENTS Attachment A: Notice of Intent, (NOI) and MS4 Acceptance Form Attachment B: Notice of Termination, (NOT) Attachment C: Certification Forms Attachment D: Wetlands and Flood Plain Maps Attachment E: Circles and Squares Map - NYSSHPO Attachment F: Inspection Report (Sample Form) Attachment G: Record of Stabilization and Construction Activity Dates Attachment H: Vegetative and Structural Measures for Erosion and Sediment Control Sections 3 and 5 New York Standards & Specifications for Erosion and Sediment Control, August 2005 Attachment I: NYSDEC Stormwater Controls Construction Checklist 2 1 P Attachment J: NYSDEC Controls Operation & Maintenance Check List Attachment K: Stormwater Management Summary and Hydraulic Modeling Results 1.0 EXECUTIVE SUMMARY Notes on Change of Ownership This SWPPP, including stormwater design, modeling, and accompanying documentation were originally approved by the Town of Lansing on November 28, 2016 under the previous site owner, Scott Pinney. Mr. Pinney subsequently filed for Notice of Intent with the New York State Department of Conservation, and received permit acknowledgement and approval. Construction was never begun and the property since changed ownership to Mr. Scott Morgan of SDM Rentals, LLC. Mr. Morgan intends to complete the original project under the same stormwater pollution prevention plan design, using the same approach for quality treatment and quantity attenuation. As such, this plan is being re-submitted to the Town of Lansing under new ownership only. No changes were made to the original document or design. Summary The engineer, owner and all contractors involved with construction activity that disturb site soil or who implement pollutant control measures identified in the Storm Water Pollution Prevention Plan (SWPPP) are responsible for complying with the requirements set forth in the National Discharge Elimination System (NPDES) General Permit and any local and/or state governing agencies having jurisdiction with regards to erosion and sediment control. The requirements of the NPDES are as follows: A. The owner (Scott Morgan) must complete the Notice of Intent (NOI) provided in Attachment A and forward this document to the following agencies at least 5 days prior to starting any construction activity. If the construction activity is located within a permitted municipal separate storm sewer system (MS4), the local municipality must complete and authorize the attached MS4 Acceptance Form and provide that along with the NOI. NYS Department of Environmental Conservation (DEC) Division of Water 625 Broadway, 4th Floor Albany, New York 12233-3505 Town of Lansing— Lansing Town Hall 29 Auburn Road Lansing, New York 14882 (607) 433-4142 4 1 P a g e All notifications shall be sent via certified mail with return receipt. Copies of mailing receipts shall be kept on record at the project site with the SWPPP and shall be considered part of the contract documents. The Town's representative shall be included in the pre-construction meeting. Copies of the SWPPP must be provided to the Town of Lansing once all signatures and attachments are complete. B. A copy of the General Construction Permit (GP-0-15-002), Notice of Intent (NOI), NOI acknowledgement letter received by the DEC, and MS4 Acceptance Form (if applicable), shall be posted in a prominent place for public viewing at the project site. C. A complete copy of the SWPPP, including copies of all inspection reports, plan revisions, etc., must be retained at the project site at all times during working hours and kept as part of the permanent project records for a duration of no less than three years following submission of the Notice of Termination (NOT). D. The site development contractors must provide names and addresses of all subcontractors working on the project who will be involved with the major construction activities that will result in soil disturbance. The Owner shall ensure that each contracting firm identifies one trained individual who will be responsible for implementation of the SWPPP. The owner shall also ensure that at least one trained individual is on site on a daily basis when soil disturbance activities are being performed. This information must be retained as part of the SWPPP. E. The site development contractor and all subcontractors involved with the major construction activities that disturb site soil must sign a copy of the appropriate certification statement included in Attachment C along with the identity of the appropriate trained individual as described in paragraph D of this section. F. Regular inspections must be made to determine effectiveness of the SWPPP. It would be modified as needed to prevent pollutants from discharging from the site. The inspector must be a person familiar with the site, the nature of the major construction activities, and qualified to evaluate both overall system performance and individual component performance. Additionally, the inspector must either be someone empowered to implement modifications to the SWPPP and the pollutant control devices, if needed, in order to increase effectiveness to an acceptable level, or someone with the authority to cause such events to happen. 5 1 P a g e G. This SWPPP must be updated each time there is a significant modification to the pollutant prevention system or a change of contractors working on the project who may disturb site soil. The site development contractor must notify the governing agency(s) as soon as these modifications are implemented. H. Discharge of oil or other hazardous substances into the storm water is subject to reporting and cleanup requirements. Refer to Part III.B of the NPDES General Permit for additional information. Copies of the NPDES General Permit and the Notice of Intent Forms are available by calling 1-703-821- 4823. I. Once the site reaches final stabilization upon completion of the project, Scott Morgan, as Owner, must complete and submit a Notice of Termination (NOT), Form Included in Attachment B. J. This SWPPP intends to control water-borne and liquid pollutant discharges by some combination of interception, filtration, and containment. The general contractor and subcontractors implementing this SWPPP must remain alert to the need to periodically refine and update the SWPPP in order to accomplish the intended goals. K. This SWPPP must be amended as necessary during the course of construction in order to keep it current with the pollutant control measures utilized at the site. Amending the SWPPP does not mean that it has to be reprinted. It is acceptable to add addenda, sketches, new sections, and/or revised drawings. L. A record of the dates when major grading activities occur, when construction activities temporarily or permanently cease on a portion of the site, and when stabilization measures are initiated must be maintained until the NOT is filed. A log for keeping such records is included in the Attachments. A different form for the log may be substituted if it is found to be more useful. 2.0 INTRODUCTION This SWPPP has been prepared for major activities associated with the construction of a 15 building duplex apartment subdivision on 35.74-AC of land. The property will include associated asphalt driveways, roads, associated landscaping and public and private utilities. The SDM Rentals Duplex Apartment complex is located in the Town of Lansing, Lansing, New York approximately 8,000 feet east of the intersection of Van Ostrand Road and State Hwy 34b and 1,000 feet west of the intersection of Walden Lane and State Hwy 34b. The property sits on 35.74-acres in area of which, the total land disturbance will be approximately 14.9 acres over a multiple construction phase. The additional total impervious area added to the site will be 6.4% based on the calculated ratio of proposed new impervious surface to existing cover. Reference the Project Plans for the permanent stormwater 6 1 P a g e management facilities planned. This SWPPP includes the elements necessary to comply with the national baseline general permit for construction activities administered by the U.S. Environmental Protection Agency (EPA) under the National Pollutant Discharge Elimination System (NPDES) program and all local governing agency requirements. This SWPPP must be implemented at the start of construction. Construction phase pollutant sources anticipated at the site are disturbed (bare) soil, vehicle fuels and lubricants, chemicals associated with building construction, and building materials. Without adequate control there is the potential for each type of pollutant to be transported by storm water. The project will consist of the construction of 15 duplex apartment buildings consisting of 2,000-SF structures, asphalt driveways, roads, and landscaping. There will be public water, private sewer, as well as connections to other service utilities ie. (gas, electric, phone). Permanent stormwater management facilities are proposed including seven (7) bioretention areas, one (1) dry swale, one (1) pond, and diversion and interceptor swales to improve water quality from proposed impervious areas and provide water quality attenuation to that of pre-developed conditions. A. Purpose The major goal of pollution prevention efforts during project construction is to control the migration of soil and pollutants that originate on-site and prevent them from impacting surface waters and the environment. The purpose of this SWPPP is to provide guidelines for achieving that goal. A successful pollution prevention program also relies upon careful inspection and adjustments during the construction process in order to enhance its effectiveness. B. Scope This SWPPP must be implemented before construction begins on the site. It primarily addresses the impact of storm rainfall and runoff in areas of the ground surface disturbed during the construction process. In addition, there are recommendations for controlling other sources of pollution that could accompany the major construction activities. This SWPPP will terminate when disturbed areas are stabilized, construction activities covered herein have ceased, and a completed Notice of Termination (NOT) is mailed to the governing agency requiring the NOT. Particular forms are included which are necessary for implementing the SWPPP. 7141 ge The national baseline General Permit for Storm Water Discharges from Construction Activities prohibits most non-storm water discharges during the construction phase. Allowable non-storm water discharges that could occur during construction on this project, which would therefore be covered by the General Permit, include: 1. Discharges from fire fighting activities; 2. Fire hydrant flushing; 3. Water used to wash vehicles or control dust; 4. Water flowing from potable sources and water line flushing: 5. Irrigation drainage; 6. External building wash down which does not use detergents; 7. Runoff from pavement wash down where spills or leaks of toxic or hazardous materials have not occurred (unless all spilled material has been removed) and where detergents have not been used; 8. Air conditioning condensate; 9. Springs and uncontaminated groundwater; and 10. Foundation or footing drains where flows are not contaminated with process materials such as solvents. The techniques described in this SWPPP focus on providing control of pollutant discharges with practical approaches that utilize readily available expertise, materials, and equipment. The Owner/Developer referred to in this SWPPP is Scott Morgan who will be responsible for full development and build-out of the subject parcel. 3.0 PROJECT DESCRIPTION Described below are the major construction activities that are subject to this SWPPP. The Owner shall not disturb greater than five (5) acres of soil at any one time without prior written authorization from the DEC, or, in areas under the jurisdiction of a regulated MS4, authorization by that municipality. They are presented in the order (or sequence) they are expected to begin, but each activity will not necessarily be completed before the next begins. Install erosion and sediment control measures as shown on Drainage, Sediment and Erosion Control 8 1 P a g e Plans, down slope from construction activities that disturb site soil before disturbance of soil; CONSTRUCTION— EACH PHASE A. Construction of stabilized construction entrance(s); B. Placement of silt fence; C. Construction of grassed diversion swales along the northern property boundary, and at the west end of subcatchment OSC-4 as shown on plans. These will be used as necessary, to channel upstream flow into areas directed by the Erosion and Sediment Control Plan; D. Downstream stormwater controls must be installed before development takes place within each subcatchment. Individual stormwater practices shall correspond to the localized disturbance area as shown on construction drawings. For example, in anticipation of work planned within subcatchment PSC-2, the Owner shall first complete the installation of the bioretention area, BR-2, and all of its associated interceptor swales. Similarly, the Pond shall be constructed prior to any soil disturbance planned in PSC-7. E. Construction of development roadway to gain access to each individual construction area. F. Construction activities for the development of building and associated driveway/parking area: a. Install bioretention areas in locations shown on plans before major construction activities associated with lot development occur. b. Construct drainage swales/plumbing to bring local runoff into retention areas. c. Ensure that site is graded toward local retention areas; d. Construct driveways and individual lot temporary parking; e. Construct general utility services (ie. water and sewer piping, storm piping, etc.) f. Construct buildings; g. Construct other utility service connections (gas, electric, phone); 91Page Note: For all Underground Utilities— Sediment barriers will be utilized as required to bind the down slope side of utility construction and soil stockpiles; G. Remove any accumulated sedimentation from bioretention swales, dry swale, diversion swales, and pond. Return property to permanent lines and grades; H. Final Grading Mulching & Seeding — Sediment barriers will be maintained down slope from disturbed soil during these operations; I. Completion of site stabilization, ie. Vegetative cover, driveway surface. Sediment & Erosion Controls to remain in place until vegetative cover reaches 80% density. 4.0 RUNOFF REDUCTION VOLUME This project follows the newer guidelines set forth by the DEC for runoff reduction. Chapter 3 or the New York State Stormwater Management Design Manual requires a five step planning process to document compliance with required processes. Step 1 — Protect natural resources and utilize site hydrology This planning step is designed to preserve area natural resources by protecting areas, avoiding sensitive locations, and minimizing grading and soil disturbances. There were no erodible soils, critical areas, wetlands, riparian buffer areas, or locally listed protected areas. Another component of the planning process is an evaluation of all green infrastructure practices that might be acceptable for runoff reduction on site. This project will utilize bioretention areas and a dry swale. The selection process is described as follows: o Conservation of natural areas — Pre-development hydrology and water quality characteristics of undisturbed natural areas remains unaltered. o Sheetflow to riparian buffers — None were available on-site. o Vegetated open swales — Interceptor/Diversion swales will be used to direct on-site runoff into appropriate treatment practices. o Tree planting/tree box — This was not a specific reduction practice considered for this project. 101Page o Disconnection of rooftop runoff— There were no low lying natural areas that runoff could be directed to that could be disconnected from the design point. As such, rooftop runoff will be channeled to associated site bioretention areas. o Stream daylighting for redevelopment projects — None on site. o Bioswale — Bioretention areas will be utilized to control building and driveway runoff. The basins are designed for quality treatment. o Green roof — This practice was cost prohibitive to the project and is impractical for individual homes. As such, this option was not considered. o Stormwater planters — Bioretention areas were utilized to control runoff from rooftop, parking, and driveway areas due to the large surface areas involved. o Rain cistern — This practice was considered impractical for the overall usage and square footage of the developed parcels. Source control measures like bioretention areas were considered instead. o Porous pavement - This practice was cost prohibitive to the project and as such, this was not considered. Step 2 — Determine Overall Water Quality Treatment Volume (WQv) As required, the project originally planned to meet 100% of the WQv using green infrastructure practices and an infiltration basin was designed to capture and treat approximately 6,900 CF of runoff volume. An infiltration test was conducted at the proposed location of the basin on May 14, 2016 in accordance with Appendix D of the NYSDEC Stormwater Management Design Manual. The soil did not meet the necessary minimum percolation rate (0.5"/hr) and a standard practice to meet the remaining WQv after runoff reduction volume was implemented. See Attachment K for the calculation summary. Step 3 — Runoff reduction by applying green infrastructure technology and standard SMPs. Green infrastructure techniques were evaluated to potentially reduce the overall water quality volume. Green infrastructure practices used for this project were identified in Steps 1 and 2. The majority of site controls was through the use of standard infiltration practices including bioretention areas and a dry swale. As shown in Attachment K, minimum requirements for runoff reduction volume were met. Step 4— Provide standard practices to address remaining water quality volume 111Page A pond was designed to provide treatment to address the remaining water quality volume after runoff reduction. See Step 2 above for an explanation as to why green infrastructure practices were impractical for this step. Reference Attachment K for the overall treatment calculations. Step 5 —Apply volume and peak rate control practices if still required A pond was added to the design to provide quantity attenuation to that of pre- developed conditions. 5.0 STORM WATER POLLUTION PREVENTION MEASURES AND CONTROLS Various erosion and sediment control measures have been incorporated into the design of the project, Reference Stormwater, Sediment and Erosion Control Plans accompanying this SWPPP. These measures will be implemented during construction to minimize soil erosion and to protect the character and integrity of downstream receiving waters. The bioretention areas, dry swale, pond, and interceptor/diversion swales, will remain upon completion of the project to control the quality and quantity of storm water runoff from the developed site. The site development contractor shall take all appropriate precautions to prevent soil erosion and discharge of sediment and other pollutants to receiving water bodies and wetlands. Specific measures are outlined in this plan. In general, disturbance areas shall be limited to the smallest practical areas at any given time, and the areas are to be reseeded as soon as possible. During construction the measures outlined in this document and shown on the plans are to be installed as described. Additional measures may be warranted or required by site and climatic conditions. Specific erosion control measures, designed to minimize soil loss, and sediment control measures devised to retain eroded soil and prevent it from reaching water bodies or adjoining properties have been developed in accordance with the New York State Stormwater Management Design Manual, 2010, NYSDEC and New York Standards & Specifications for Erosion and Sedimentation Control, August 2005. Reference Attachment H for copy of Vegetative and Structural, Measures for Erosion and Sediment Control, Sections 3 and 5 of the New York Standards & Specifications for Erosion and Sedimentation Control, August 2005. A variety of storm water pollutant controls are recommended for this project. Some controls are intended to function temporarily and will be used as needed for pollutant control during the construction period. These include temporary sediment and erosion control measures as shown on the plans and permanent stormwater facilities including, seven bioretention areas, a dry swale, a pond, and interceptor/diversion swales. For all disturbed areas, permanent stabilization will 121Page be accomplished by covering the disturbed soil with vegetation, pavement, or commercial structures. A. Erosion and Sediment Controls 1. Soil Stabilization — The purpose of soil stabilization is to prevent soil from leaving the site. In the natural condition, soil is stabilized by native vegetation. The primary technique to be used at this project for stabilizing site soil will be to provide a protective cover of turf grass, pavement, or building structure. a. Temporary Seeding - Where land disturbance is necessary, temporary seeding with fast-germinating temporary seed and a protection of mulch must be used on areas which will be exposed for more than 14 days. b. Permanent Seeding — All areas at final grade must be seeded and mulched within 7 days after completion of the major activity. c. Structural Controls — The storm water will be managed on the site utilizing proposed site grading, bioretention areas, dry swale, pond, and associated swale based drainage systems. Their design is shown on the Project Site Stormwater Plans. Final site stabilization is achieved when there is a uniform 80 percent density of permanent vegetation on all previously disturbed soil surfaces, exclusive of areas that have been paved. B. Other Pollutant Controls Control of sediments has been described previously. Other aspects of this SWPPP are listed below: 1. Dust Control — Construction traffic must enter and exit the site at the stabilized construction/driveway entrance. The purpose is to trap dust and mud that would otherwise be carried off-site by construction traffic. Dust control must be provided by the general contractor to a degree that is acceptable to the Owner, and in compliance with applicable local and state dust control regulations. After construction, the site will be stabilized (as described elsewhere), which will reduce the potential for dust generation. 2. Solid Waste Disposal — No solid materials, including building materials, are allowed to be discharged from the site with storm water. 131Page All solid waste, including disposable materials incidental to the major construction activities, must be collected and placed in containers. The containers will be emptied periodically by a contract trash disposal service and hauled away from the site. Substances that have the potential for polluting surface and/or groundwater must be controlled by whatever means necessary in order to ensure that they do not discharge from the site. As an example, special care must be exercised during equipment fueling and servicing operations. If a spill occurs, it must be contained and disposed so that it will not flow from the site or enter groundwater, even if this requires removal, treatment, and disposal of soil. In this regard, potentially polluting substances should be handled in a manner consistent with the impact they represent. 3. Sanitary Facilities —All personnel involved with construction activities must comply with state and local sanitary or septic system regulations. Temporary sanitary facilities will be provided at the site throughout the construction phase. They must be utilized by all construction personnel and will be serviced by a commercial contractor. 4. Water Source — Non-storm water components of site discharge must be clean water. Water used for construction, which discharges from the site, must originate from a public water supply or private well approved by the State Health Department. Water used for construction that does not originate from an approved public supply must not discharge from the site. It can be retained in temporary ponds until it infiltrates and evaporates. 5. Long-Term Pollutant Controls — Storm water pollutant control measures installed during construction that will also provide benefits after construction, include seven (7) bioretention areas, one (1) dry swale, one (1) pond, and interceptor/diversion swales. Those sediment barriers that do not interfere with normal operations and appear to provide long-term benefits can be left in place after construction is completed. C. Construction Phase "Best Management Practices" During the construction phase, the general contractor will implement the following measures: 1. Permanent traffic corridors shall be established and "routes of convenience" shall be avoided; 14 2. Preservation of existing vegetation as much as possible. Following the completion of construction activities in any portion of the site permanent vegetation shall be established an all exposed soils; 3. Site preparation activities shall be planned to minimize the area and duration of soil disruption; 4. Minimizing soil erosion and sedimentation by stabilization of disturbed areas and by removing sediment from construction site discharges; 5. Material resulting from the clearing and grubbing operation will be stockpiled up slope from adequate sedimentation controls. 6. The general contractor will designate areas for equipment cleaning, maintenance, and repair. The general contractor and subcontractors will utilize those areas. The areas will be protected by a temporary perimeter berm. 7. Use of detergents for large scale washing is prohibited (i.e., vehicles, buildings, pavement surfaces, etc.) 8. Chemicals, paints, solvents, fertilizers, and other toxic material must be stored in waterproof containers. Except during application, the contents must be kept in trucks or within storage facilities. Runoff containing such material must be collected, removed from the site, treated and disposed at an approved solid waste or chemical disposal facility. 6.0 LOCAL PLANS In addition to this SWPPP, construction activities associated with this project must comply with any guidelines set forth by local and state regulatory agencies. Reference Project Plans and the Stormwater Management Design Summary (Attachment K) prepared to meet Local and State requirements for post- development stormwater quantity & quality. 7.0 WETLANDS, FLOODPLAINS, AND FLOOD LIMITS A search was made on the State DEC Environmental Mapper web site to identify any state regulated wetlands in the project vicinity. In addition, a review from the Tompkins County Natural Resources Mapper web site was conducted to evaluate flood plain zones in the area. On both accounts, it appears that the project is well outside of any known target zones, respectively. Please see Attachment D for area mapping. 8.0 NYSHPO 151Page A search was conducted on the New York State Parks, Recreation and Historic Preservation Office (SHPO) website to identify whether the subject parcel is listed under natural or historic places registration, or if the area resides within an archaeologically sensitive location. Attachment E, includes a "circles and squares map" indicating that the property is not found to be within this type of area designation. An application was made to the SHPO office and the project received confirmation on October 15, 2015 regarding the same. 9.0 INSPECTIONS AND SYSTEM MAINTENANCE Between the time this SWPPP is implemented and final site stabilization is achieved, all disturbed areas and pollutant controls must be inspected at least once every seven calendar days by a licensed professional. The purpose of site inspections is to assess performance of pollutant controls. The inspections will be conducted by a third party professional provided by the Owner. The development contractor will also be required to arrange for a designated trained representative to be responsible for the management of this SWPPP. Based on these inspections, the contractor will decide whether it is necessary to modify this SWPPP, add or relocate sediment barriers, or whatever else may be needed in order to prevent pollutants from leaving the site via storm water runoff. The general contractor has the duty to cause pollutant control measures to be repaired, modified, maintained, supplemented, or whatever else is necessary in order to achieve effective pollutant control. Examples of particular items to evaluate during site inspections are listed below. This list is not intended to be comprehensive. During each inspection the inspector must evaluate overall pollutant control system performance as well as particular details of individual system components. Additional factors should be considered as appropriate to the circumstances. A. Construction of stormwater facilities. Insure facilities are constructed substantially in accordance with the plans. (Also, Reference Attachment F for sample inspection checklist - NYSDEC Stormwater Construction Checklist): B. Locations where vehicles enter and exit the site must be inspected for evidence of off-site sediment tracking. A stabilized construction entrance will be constructed where vehicles enter and exit. This entrance will be maintained or supplemented as necessary to prevent sediment from leaving the site on vehicles. C. Sediment barriers must be inspected and, if necessary, they must be enlarged or cleaned in order to provide additional capacity. All material from behind sediment barriers will be stockpiled on the up slope side. Additional sediment barriers must be constructed as needed. 161Page D. Inspections will evaluate disturbed areas and areas used for storing materials that are exposed to rainfall for evidence of, or the potential for, pollutants entering the drainage system. If necessary, the materials must be covered or original covers must be repaired or supplemented. Also, protective berms must be constructed, if needed, in order to contain runoff from material storage areas. E. Grassed areas will be inspected to confirm that a healthy stand of grass is maintained. The site has achieved final stabilization once all areas are covered with building foundation or pavement, or have a stand of grass with at least 80 percent density. The density of 80 percent or greater must be maintained to be considered as stabilized. Areas must be watered, fertilized, and reseeded as needed to achieve this goal. F. All discharge points must be inspected to determine whether erosion control measures are effective in preventing significant impacts to receiving waters. Based on inspection results, any modification necessary to increase effectiveness of this SWPPP to an acceptable level must be made within seven calendar days of the inspection. The inspection reports must be completed entirely and additional remarks should be included if needed to fully describe a situation. An important aspect of the inspection report is the description of additional measures that need to be taken to enhance plan effectiveness. The inspection report must identify whether the site was in compliance with the SWPP at the time of inspection and specifically identify all incidents of non-compliance. Inspection reports must be kept on file by the general contractor as an integral part of this SWPPP for at least three years from the date of completion of the project. Ultimately, it is the responsibility of the site development contractor to assure the adequacy of site pollutant discharge controls. Actual physical site conditions or contractor practices could make it necessary to install more structural controls than are shown on the plans. (For example, localized concentrations of runoff could make it necessary to install additional sediment barriers.) Assessing the need for additional controls and implementing them or adjusting existing controls will be a continuing aspect of this SWPPP until the site achieves final stabilization. 10.0 POST CONSTRUCTION INSPECTION, OPERATION AND MAINTENANCE PLAN A. Maintenance Responsibility Short and long term maintenance responsibilities for the bioretention areas, dry swale, pond, and associated swales and culvert drainage systems will lay with Scott Morgan. 171Page Specifically, Scott Morgan is aware that the following shall be incorporated into the project as part of an O&M post construction management plan: 1. A sign shall be erected in a conspicuous area (ie. close proximity to each developed practice) to identify each stormwater management practice including: the six bioretention areas, dry swale, pond, and diversion swales. The sign shall be of a size not less than 18" x 24" (or 10" x 12" for footprints smaller than 400 SF) bearing the following information: STORMWATER MANAGEMENT PRACTICE Project Identification (SPDES Permit #) Bioretention area, pond, dry swale, diversion swales Must be maintained in Accordance with O&M Plan 2. A legally binding mechanism shall be used to ensure long term operation and maintenance and protection of the bioretention areas, dry swale, pond, and general diversion swales. This mechanism shall be through execution of an agreement with the Town of Lansing, carried by deed which shall be transferred upon full build-out between Scott Morgan and the Town of Lansing. 3. Copies of the practice designs and details shall be kept on record and be made available at all times. Copies shall also be forwarded to the Town of Lansing for archival purposes. B. Sediment & Debris Removal Sediment removal in the retention areas shall occur every five to six years or after 50% of total capacity has been lost. Inspection of the infiltration practices shall take place annually after the spring melt to determine if maintenance is necessary. Sediments excavated from the stormwater controls that have not received runoff from designated hotspots and are generally not considered toxic or hazardous may be safely excavated, transported and used as fill. C. Inspection & Periodic Maintenance To ensure the continued operation and long term performance of the proposed stormwater management system, inspections shall be conducted periodically for the first few months following construction and then on an annual basis. Site inspection should also be performed following major storm events (i.e., intense storms, thunder storms, cloud bursts, etc.). Items to check for include, but are not limited to the following: (Reference Attachment I and Attachment J for complete inspection checklist - NYSDEC Stormwater Operation, Maintenance and Management Inspection Checklists): 181Page i) Embankment & Structural; ❑ Check basin embankments, outlets and spillways note cracks, bulges, animal burrows, differential settlement, damage to or fatigue of stormwater pipe, structures and permanent erosion control. Components of the system that require repair or replacement should be addressed immediately following identification. Check pipes, channels, grates, inlet structures and spillways to insure design capacity. Look for objects or accumulations of sediments and debris obstructing flow path. ii) Vegetation; ❑ Preclude deep rooted woody plant growth on pond embankment by mowing at least once annually. ❑ Maintain a dense vigorous growth of grass cover. Spot seed, mulch and fertilize where necessary. 191Page Attachment A: Notice of Intent, (NOI) and MS4 Acceptance Form 1/25/2020 NYSDEC eBusiness Portal System-NOI for coverage under Stormwater General Permit for Construction Activity.Revision 1 N01 for coverage under Stormwater General Permit for Construction Activity CD Alternate ID SDM Rentals Duplex Apartments Submission HNX-1 S7Z-B2SNG Revision 1 Form Version 1.20 Review This step allows you to review the form to confirm the form is populated completely and accurately, prior to certification and submission. Please note: Any work you perform filling out a form will not be accessible by NYSDEC staff or the public until you actually submit the form in the 'Certify & Submit' step. OWNER/OPERATOR INFORMATION Owner/Operator Name(Company/Private Owner/Municipality/Agency/Institution,etc.) SDM Rentals, LLC Owner/Operator Contact Person Last Name(NOT CONSULTANT) Morgan Owner/Operator Contact Person First Name Scott Owner/Operator Mailing Address P.O. Box 4925 City Ithaca hftps://nform-prod.dee.ny.gov/app/#/submissionwizard/89345ed3-cO36-4581-9cOb-e919aO26951 c/11 1/19 1/25/2020 NYSDEC eBusiness Portal System-NOI for coverage under Stormwater General Permit for Construction Activity.Revision 1 State NY Zip 14852 Phone 6072795609 Email sdmlandscaping@hotmail.com Federal Tax ID None Specified PROJECT LOCATION Project/Site Name SDM Rentals Duplex Apartments Street Address(Not P.O. Box) Peruville Road Side of Street North City/Town/Village(THAT ISSUES BUILDING PERMIT) M Lansing State NY Zip 14882 hftps://nform-prod.dee.ny.gov/app/#/submissionwizard/89345ed3-cO36-4581-9cOb-e919aO26951 c/11 2/19 1/25/2020 NYSDEC eBusiness Portal System-NOI for coverage under Stormwater General Permit for Construction Activity.Revision 1 County TOMPKINS DEC Region 7 Name of Nearest Cross Street Walton Lane Distance to Nearest Cross Street(Feet) 1000 Project In Relation to Cross Street West Tax Map Numbers Section-Block-Parcel None Specified Tax Map Numbers None Specified 1.Coordinates Provide the Geographic Coordinates for the project site.The two methods are: - Navigate to the project location on the map (below) and click to place a marker and obtain the XY coordinates. -The "Find Me" button will provide the [at/long for the person filling out this form.Then pan the map to the correct location and click the map to place a marker and obtain the XY coordinates. Navigate to your location and click on the map to get the X,Y coordinates Latitude Longitude 42.53999034775728 -76.45904901880583 PROJECT DETAILS hftps://nform-prod.dee.ny.gov/app/#/submissionwizard/89345ed3-c036-4581-9cOb-e919aO26951 c/11 3/19 1/25/2020 NYSDEC eBusiness Portal System-NOI for coverage under Stormwater General Permit for Construction Activity.Revision 1 2.What is the nature of this project? New Construction 3.Select the predominant land use for both pre and post development conditions. Pre-Development Existing Landuse Pasture/Open Land Post-Development Future Land Use Multifamily Residential 3a. If Single Family Subdivision was selected in question 3,enter the number of subdivision lots. None Specified 4. In accordance with the larger common plan of development or sale, enter the total project site acreage, the acreage to be disturbed and the future impervious area (acreage)within the disturbed area. *** ROUND TO THE NEAREST TENTH OF AN ACRE. *** Total Site Area(acres) 35.74 Total Area to be Disturbed(acres) 14.9 Existing Impervious Area to be Disturbed(acres) 0 Future Impervious Area Within Disturbed Area(acres) 2.28 5. Do you plan to disturb more than 5 acres of soil at any one time? No hftps://nform-prod.dee.ny.gov/app/#/submissionwizard/89345ed3-c036-4581-9cOb-e919a026951 c/11 4/19 1/25/2020 NYSDEC eBusiness Portal System-NOI for coverage under Stormwater General Permit for Construction Activity.Revision 1 6. Indicate the percentage (%) of each Hydrologic Soil Group(HSG) at the site. A(%) 16 B(%) 3 C(%) 81 D(%) 0 7. Is this a phased project? Yes 8. Enter the planned start and end dates of the disturbance activities. Start Date 06/01/2020 End Date 06/01/2022 9. Identify the nearest surface waterbody(ies)to which construction site runoff will discharge. Class B Stream -#898-238 9a.Type of waterbody identfi ed in question 9? Stream/Creek 6 Site Other Waterbody Type Off Site Description None Specified hftps://nform-prod.dee.ny.gov/app/#/submissionwizard/89345ed3-cO36-4581-9cOb-e919aO26951 c/11 5/19 1/25/2020 NYSDEC eBusiness Portal System-NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 9b. If"wetland"was selected in 9A, how was the wetland identfi ed? None Specified 10. Has the surface waterbody(ies in question 9 been identfi ed as a 303(d)segment in Appendix E of GP-0-15-002? No 11. Is this project located in one of the Watersheds identfi ed in Appendix C of GP-0-15-002? No 12. Is the project located in one of the watershed areas associated with AA and AA-S classified waters? Yes If No,skip question 13. 13. Does this construction activity disturb land with no existing impervious cover and where the Soil Slope Phase is identified as an E or F on the USDA Soil Survey? No If Yes,what is the acreage to be disturbed? None Specified 14.Will the project disturb soils within a State regulated wetland or the protected 100 foot adjacent area? No 15. Does the site runoff enter a separate storm sewer system (including roadside drains, swales, ditches,culverts,etc)? Yes 16.What is the name of the municipality/entity that owns the separate storm sewer system? Town of Lansing 17. Does any runoff from the site enter a sewer classfi ed as a Combined Sewer? No 18.Will future use of this site be an agricultural property as defined by the NYS Agriculture and Markets Law? No https://nform-prod.dec.ny.gov/app/#/submissionwizard/89345ed3-c036-4581-9cOb-e919a026951 c/11 6/19 1/25/2020 NYSDEC eBusiness Portal System-NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 19. Is this property owned by a state authority,state agency,federal government or local government? No 20. Is this a remediation project being done under a Department approved work plan?(i.e.CERCLA, RCRA,Voluntary Cleanup Agreement,etc.) No REQUIRED SWPPP COMPONENTS 21. Has the required Erosion and Sediment Control component of the SWPPP been developed in conformance with the current NYS Standards and Specifications for Erosion and Sediment Control(aka Blue Book)? Yes 22. Does this construction activity require the development of a SWPPP that includes the post-construction stormwater management practice component(i.e. Runoff Reduction,Water Quality and Quantity Control practices/techniques)? Yes If you answered No in question 22,skip question 23 and the Post-construction Criteria and Post-construction SMP Identification sections. 23. Has the post-construction stormwater management practice component of the SWPPP been developed in conformance with the current NYS Stormwater Management Design Manual? Yes 24.The Stormwater Pollution Prevention Plan (SWPPP)was prepared by: Professional Engineer (P.E.) SWPPP Preparer Timothy C. Buhl Contact Name(Last,Space, First) Gibson, Scott Mailing Address 5 Orchard Avenue City Watkins Glen https://nform-prod.dec.ny.gov/app/#/submissionwizard/89345ed3-c036-4581-9cOb-e919a026951 c/11 7/19 1/25/2020 NYSDEC eBusiness Portal System-NOI for coverage under Stormwater General Permit for Construction Activity.Revision 1 State New York Zip 14891 Phone 6072280662 Email scottg@stny.rr.com Download SWPPP Preparer Certfi cation Form Please take the following steps to prepare and upload your preparer certification form: 1) Click on the link below to download a blank certification form 2)The certified SWPPP preparer should sign this form 3) Scan the signed form 4) Upload the scanned document Download SWPPP Preparer Certification Form Please upload the SWPPP Preparer Certification No files uploaded Comment A At least one file is required. None Specified EROSION & SEDIMENT CONTROL CRITERIA 25. Has a construction sequence schedule for the planned management practices been prepared? Yes 26.Select all of the erosion and sediment control practices that will be employed on the project site: hftps://nform-prod.dee.ny.gov/app/#/submissionwizard/89345ed3-cO36-4581-9cOb-e919aO26951 c/11 8/19 1/25/2020 NYSDEC eBusiness Portal System-NOI for coverage under Stormwater General Permit for Construction Activity.Revision 1 Temporary Structural Check Dams Perimeter Dike/Swale Sediment Traps Stabilized Construction Entrance Silt Fence Construction Road Stabilization Biotechnical None Vegetative Measures Grassed Waterway Mulching Seeding Sodding Topsoiling Permanent Structural Diversion Other None Specified POST-CONSTRUCTION CRITERIA *IMPORTANT:Completion of Questions 27-39 is not required if response to Question 22 is No. 27. Identify all site planning practices that were used to prepare the final site plan/layout for the project. Reduction of Clearing and Grading Roadway Reduction hftps://nform-prod.dee.ny.gov/app/#/submissionwizard/89345ed3-cO36-4581-9cOb-e919aO26951 c/11 9/19 1/25/2020 NYSDEC eBusiness Portal System-NOI for coverage under Stormwater General Permit for Construction Activity.Revision 1 27a. Indicate which of the following soil restoration criteria was used to address the requirements in Section 5.1.6("Soil Restoration")of the Design Manual(2010 version). All disturbed areas will be restored in accordance with the Soil Restoration requirements in Table 5.3 of the Design Manual (see page 5-22). 28. Provide the total Water Quality Volume(WQv)required for this project(based on final site plan/layout).(Acre-feet) 0.232 29. Post-construction SMP Identfi cation Use the Post-construction SMP Identification section to identify the RR techniques (Area Reduction), RR techniques(Volume Reduction) and Standard SMPs with RRv Capacity that were used to reduce the Total WQv Required (#28). Identify the SMPs to be used by providing the total impervious area that contributes runoff to each technique/practice selected. For the Area Reduction Techniques, provide the total contributing area (includes pervious area) and, if applicable, the total impervious area that contributes runoff to the technique/practice. Note: Redevelopment projects shall use the Post-Construction SMP Identification section to identify the SMPs used to treat and/or reduce the WQv required. If runoff reduction techniques will not be used to reduce the required WQv, skip to question 33a after identifying the SMPs. 30. Indicate the Total RRv provided by the RR techniques(Area/Volume Reduction)and Standard SMPs with RRv capacity identified in question 29.(acre-feet) 0.068 31. Is the Total RRv provided(#30)greater than or equal to the total WQv required (#28)? No If Yes,go to question 36. If No,go to question 32. 32. Provide the Minimum RRv required based on HSG. [Minimum RRv Required=(P)(0.95)(Ai)/ 12,Ai=(s)(Aic)](acre-feet) 0.064 32a. Is the Total RRv provided (#30)greater than or equal to the Minimum RRv Required(#32)? Yes hftps://nform-prod.dee.ny.gov/app/#/submissionwizard/89345ed3-c036-4581-9cOb-e919a026951 c/11 10/19 1/25/2020 NYSDEC eBusiness Portal System-NOI for coverage under Stormwater General Permit for Construction Activity.Revision 1 If Yes,go to question 33. Note: Use the space provided in question #39 to summarize the specific site limitations and justification for not reducing 100% of WQv required (#28).A detailed evaluation of the specific site limitations and justification for not reducing 100% of the WQv required W28) must also be included in the SWPPP. If No, sizing criteria has not been met;therefore, NOI can not be processed. SWPPP preparer must modify design to meet sizing criteria. 33.SMPs Use the Post-construction SMP Identification section to identify the Standard SMPs and, if applicable,the Alternative SMPs to be used to treat the remaining total WQv(=Total WQv Required in#28-Total RRv Provided in#30). Also, provide the total impervious area that contributes runoff to each practice selected. NOTE: Use the Post-construction SMP Identification section to identify the SMPs used on Redevelopment projects. 33a. Indicate the Total WQv provided (i.e.WQv treated)by the SMPs identfi ed in question#33 and Standard SMPs with RRv Capacity identified in question#29. (acre- feet) 0.164 Note: For the standard SMPs with RRv capacity,the WQv provided by each practice=the WQv calculated using the contributing drainage area to the practice- provided by the practice. (See Table 3.5 in Design Manual) 34. Provide the sum of the Total RRv provided W30)and the WQv provided W33a). 0.232 35. Is the sum of the RRv provided (#30)and the WQv provided (#33a)greater than or equal to the total WQv required(#28)? Yes https://nform-prod.dec.ny.gov/app/#/submissionwizard/89345ed3-cO36-4581-9cOb-e919aO26951 c/11 11/19 1/25/2020 NYSDEC eBusiness Portal System-N01 for coverage under Stormwater General Permit for Construction Activity.Revision 1 If Yes, go to question 36. If No, sizing criteria has not been met; therefore, N01 can not be processed. SWPPP preparer must modify design to meet sizing criteria. 36. Provide the total Channel Protection Storage Volume(CPv required and provided or select waiver(#36a), if applicable. CPv Required (acre-feet) 0.235 CPv Provided (acre-feet) 0.434 36a.The need to provide channel protection has been waived because: None Specified 37. Provide the Overbank Flood(Qp)and Extreme Flood(Of)control criteria or select waiver(#37a), if applicable. Overbank Flood Control Criteria(Qp) Pre-Development(CFS) 12.35 Post-Development(CFS) 9.43 Total Extreme Flood Control Criteria(Of) Pre-Development(CFS) 64.97 Post-Development(CFS) 54.21 hftps://nform-prod.dee.ny.gov/app/#/submissionwizard/89345ed3-cO36-4581-9cOb-e919aO26951 c/11 12/19 1/25/2020 NYSDEC eBusiness Portal System-NOI for coverage under Stormwater General Permit for Construction Activity.Revision 1 37a.The need to meet the Qp and Qf criteria has been waived because: None Specified 38. Has a long term Operation and Maintenance Plan for the post-construction stormwater management practice(s) been developed? Yes If Yes, Identify the entity responsible for the long term Operation and Maintenance Scott Morgan 39. Use this space to summarize the specfi c site limitations and justfi cation for not reducing 100%of WQv required(#28).(See question#32a)This space can also be used for other pertinent project information. As required, the project originally planned to meet 100% of the WQv using green infiltration practices and an infiltration basin was designed to capture and treat approximately 6,900-CF of runoff volume.A centralized basin was chosen due to site limitations in slope and contour. An infiltration test was conducted at the proposed basin location on May 14, 2016 with testing in accordance with Appendix D of the NYSDEC Stormwater Management Design Manual.The soil did not meet the minimum percolation rate of 0.5"/hr and a standard practice to meet the remaining WQv after minimum RRv was implemented instead. POST-CONSTRUCTION SMP IDENTIFICATION Runoff Reduction(RR)Techniques,Standard Stormwater Management Practices(SMPs)and Alternative SMPs Identify the Post-construction SMPs to be used by providing the total impervious area that contributes runoff to each technique/practice selected. For the Area Reduction Techniques, provide the total contributing area (includes pervious area) and, if applicable, the total impervious area that contributes runoff to the technique/practice. RR Techniques(Area Reduction) Round to the nearest tenth hftps://nform-prod.dee.ny.gov/app/#/submissionwizard/89345ed3-cO36-4581-9cOb-e919aO26951 c/11 13/19 1/25/2020 NYSDEC eBusiness Portal System-NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 Total Contributing Acres for Conservation of Natural Area (RR-1) None Specified Total Contributing Impervious Acres for Conservation of Natural Area (RR-1) None Specified Total Contributing Acres for Sheetflow to Riparian Buffers/Filter Strips(RR-2) None Specified Total Contributing Impervious Acres for Sheetf low to Riparian Buffers/Filter Strips(RR-2) None Specified Total Contributing Acres for Tree Planting/Tree Pit(RR-3) None Specified Total Contributing Impervious Acres for Tree Planting/Tree Pit(RR-3) None Specified Total Contributing Acres for Disconnection of Rooftop Runoff(RR-4) None Specified RR Techniques(Volume Reduction) Total Contributing Impervious Acres for Disconnection of Rooftop Runoff(RR-4) None Specified Total Contributing Impervious Acres for Vegetated Swale(RR-5) None Specified Total Contributing Impervious Acres for Rain Garden(RR-6) None Specified Total Contributing Impervious Acres for Stormwater Planter(RR-7) None Specified https://nform-prod.dec.ny.gov/app/#/submissionwizard/89345ed3-c036-4581-9cOb-e919aO26951 c/11 14/19 1/25/2020 NYSDEC eBusiness Portal System-NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 Total Contributing Impervious Acres for Rain Barrel/Cistern(RR-8) None Specified Total Contributing Impervious Acres for Porous Pavement(RR-9) None Specified Total Contributing Impervious Acres for Green Roof(RR-10) None Specified Standard SMPs with RRv Capacity Total Contributing Impervious Acres for Infiltration Trench(1-1) None Specified Total Contributing Impervious Acres for Infiltration Basin (1-2) None Specified Total Contributing Impervious Acres for Dry Well(1-3) None Specified Total Contributing Impervious Acres for Underground Infiltration System(1-4) None Specified Total Contributing Impervious Acres for Bioretention (F-5) 0.69 Total Contributing Impervious Acres for Dry Swale(0-1) 0.07 Standard SMPs Total Contributing Impervious Acres for Micropool Extended Detention (P-1) None Specified https://nform-prod.dec.ny.gov/app/#/submissionwizard/89345ed3-c036-4581-9cOb-e919a026951 c/11 15/19 1/25/2020 NYSDEC eBusiness Portal System-NOI for coverage under Stormwater General Permit for Construction Activity.Revision 1 Total Contributing Impervious Acres for Wet Pond(P-2) 1.72 Total Contributing Impervious Acres for Wet Extended Detention(P-3) None Specified Total Contributing Impervious Acres for Multiple Pond System(P-4) None Specified Total Contributing Impervious Acres for Pocket Pond(P-5) None Specified Total Contributing Impervious Acres for Surface Sand Filter(F-1) None Specified Total Contributing Impervious Acres for Underground Sand Filter(F-2) None Specified Total Contributing Impervious Acres for Perimeter Sand Filter(F-3) None Specified Total Contributing Impervious Acres for Organic Filter(F-4) None Specified Total Contributing Impervious Acres for Shallow Wetland(W-1) None Specified Total Contributing Impervious Acres for Extended Detention Wetland(W-2) None Specified Total Contributing Impervious Acres for Pond/Wetland System(W-3) None Specified Total Contributing Impervious Acres for Pocket Wetland(W-4) None Specified hftps://nform-prod.dee.ny.gov/app/#/submissionwizard/89345ed3-cO36-4581-9cOb-e919aO26951 c/11 16/19 1/25/2020 NYSDEC eBusiness Portal System-NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 Total Contributing Impervious Acres for Wet Swale(0-2) None Specified Alternative SMPs(DO NOT INCLUDE PRACTICES BEING USED FOR PRETREATMENT ONLY) Total Contributing Impervious Area for Hydrodynamic None Specified Total Contributing Impervious Area for Wet Vault None Specified Total Contributing Impervious Area for Media Filter None Specified "Other"Alternative SMP? None Specified Total Contributing Impervious Area for"Other" None Specified Provide the name and manufaturer of the alternative SMPs(i.e. proprietary practice(s))being used for WQv treatment. Note: Redevelopment projects which do not use RR techniques, shall use questions 28, 29, 33 and 33a to provide SMPs used,total WQv required and total WQv provided for the project. Manufacturer of Alternative SMP None Specified Name of Alternative SMP None Specified OTHER PERMITS 40. Identify other DEC permits, existing and new,that are required for this project/facility. None https://nform-prod.dec.ny.gov/app/#/submissionwizard/89345ed3-cO36-4581-9cOb-e919aO26951 c/11 17/19 1/25/2020 NYSDEC eBusiness Portal System-NOI for coverage under Stormwater General Permit for Construction Activity. Revision 1 If SPDES Multi-Sector GP,then give permit ID None Specified If Other,then identify None Specified 41. Does this project require a US Army Corps of Engineers Wetland Permit? No If"Yes,"then indicate Size of Impact, in acres,to the nearest tenth None Specified 42. If this NOI is being submitted for the purpose of continuing or transferring coverage under a general permit for stormwater runoff from construction activities, please indicate the former SPDES number assigned. None Specified MS4 SWPPP ACCEPTANCE 43. Is this project subject to the requirements of a regulated,traditional land use control MS4? Yes - Please attach the MS4 Acceptance form below If No,skip question 44 44. Has the"MS4 SWPPP Acceptance"form been signed by the principal executive officer or ranking elected official and submitted along with this NOI? Yes MS4 SWPPP Acceptance Form Download Download form from the link below. Complete, sign, and upload. MS4 SWPPP Acceptance Form MS4 Acceptance Form Upload https://nform-prod.dec.ny.gov/app/#/submissionwizard/89345ed3-cO36-4581-9cOb-e919aO26951 c/11 18/19 1/25/2020 NYSDEC eBusiness Portal System-NOI for coverage under Stormwater General Permit for Construction Activity.Revision 1 No files uploaded Comment None Specified OWNER/OPERATOR CERTIFICATION The owner/operator must download, sign, and upload the certification form in order to complete this application. Owner/Operator Certfi cation Form Download Download the certification form by clicking the link below. Complete, sign, scan, and upload the form. Owner/Operator Certification Form (PDF, 45KB) Upload Owner/Operator Certification Form No files uploaded Comment O At least one file is required. None Specified hftps://nform-prod.dee.ny.gov/app/#/submissionwizard/89345ed3-cO36-4581-9cOb-e919aO26951 c/11 19/19 New York State Department of Environmental Conservation Division of Water 625 Broadway,4th Floor Albany,New York 12233-3505 MS4 Stormwater Pollution Prevention Plan (SWPPP) Acceptance Form for Construction Activities Seeking Authorization Under SPDES General Permit *(NOTE: Attach Completed Form to Notice Of Intent and Submit to Address Above) I.Project Owner/Operator Information 1. Owner/Operator Name: 2. Contact Person: 3. Street Address: 4. City/State/Zip: II.Project Site Information 5. Project/Site Name: 6. Street Address: 7. City/State/Zip: III.Stormwater Pollution Prevention Plan(SWPPP)Review and Acceptance Information 8. SWPPP Reviewed by: 9.Title/Position: 10.Date Final SWPPP Reviewed and Accepted: IV.Regulated MS4 Information 11. Name of MS4: 12.MS4 SPDES Permit Identification Number: NYR20A 13. Contact Person: 14. Street Address: 15.City/State/Zip: 16.Telephone Number: MS4 SWPPP Acceptance Form -continued V.Certification Statement-MS4 Official(principal executive officer or ranking elected official)or Duly Authorized Representative I hereby certify that the final Stormwater Pollution Prevention Plan(SWPPP)for the construction project identified in question 5 has been reviewed and meets the substantive requirements in the SPDES General Permit For Stormwater Discharges from Municipal Separate Storm Sewer Systems(MS4s).Note:The MS4,through the acceptance of the SWPPP,assumes no responsibility for the accuracy and adequacy of the design included in the SWPPP.In addition,review and acceptance of the SWPPP by the MS4 does not relieve the owner/operator or their SWPPP preparer of responsibility or liability for errors or omissions in the plan. Printed Name: Title/Position: Signature: Date: VI.Additional Information Attachment B: Notice of Termination, (NOT) New York State Department of Environmental Conservation Division of Water 625 Broadway,4th Floor Albany,New York 12233-3505 *(NOTE: Submit completed form to address above)*NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity Please indicate your permit identification number: NYR I I.Owner or Operator Information 1.Owner/Operator Name: 2. Street Address: 3.City/State/Zip: 4.Contact Person: 4a.Telephone: 5.Contact Person E-Mail: U.Project Site Information 5.Project/Site Name: 6. Street Address: 7. City/Zip: 8.County: III.Reason for Termination 9a. G All disturbed areas have achieved final stabilization in accordance with the general permit and SWPPP. *Date final stabilization completed(month year): 9b.G Permit coverage has been transferred to new owner/operator. Indicate new owner/operator's permit identification number:NYR (Note:Permit coverage can not be terminated by owner identified in 1.1. above until new owner/operator obtains coverage under the general permit) 9c. G Other(Explain on Page 2) I V.Final Site Information: 10a.Did this construction activity require the development of a SWPPP that includes post-construction stormwater management practices?G yes G no(If no,go to question IOf.) 10b.Have all post-construction stormwater management practices included in the final SWPPP been constructed?G yes G no(If no,explain on Page 2) 10c.Identify the entity responsible for long-term operation and maintenance of practice(s)? NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity-continued 10d.Has the entity responsible for long-term operation and maintenance been given a copy of the operation and maintenance plan required by the general permit?G yes G no 10e.Indicate the method used to ensure long-term operation and maintenance of the post-construction stormwater management practice(s):G Post-construction stormwater management practice(s)and any right-of-way(s)needed to maintain practice(s)have been deeded to the municipality.G Executed maintenance agreement is in place with the municipality that will maintain the post-construction stormwater management practice(s).G For post-construction stormwater management practices that are privately owned,the deed of record has been modified to include a deed covenant that requires operation and maintenance of the practice(s)in accordance with the operation and maintenance plan. G For post-construction stormwater management practices that are owned by a public or private institution (e.g. school, college,university),or government agency or authority,policy and procedures are in place that ensures operation and maintenance of the practice(s)in accordance with the operation and maintenance plan. 1Of.Provide the total area of impervious surface(i.e.roof,pavement,concrete,gravel,etc.)constructed within the disturbance area?(acres) 11.Is this project subject to the requirements of a regulated,traditional land use control MS4?G yes G no (If Yes,complete section VI-"MS4 Acceptance" statement V.Additional Information/Explanation: (Use this section to answer questions 9c. and 10b.,if applicable) VI.MS4 Acceptance-MS4 Official(principal executive officer or ranking elected official)or Duly Authorized Representative(Note:Not required when 9b.is checked-transfer of coverage) I have determined that it is acceptable for the owner or operator of the construction project identified in question 5 to submit the Notice of Termination at this time. Printed Name: Title/Position: Signature: Date: NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity-continued VII.Qualified Inspector Certification-Final Stabilization: I hereby certify that all disturbed areas have achieved final stabilization as defined in the current version of the general permit,and that all temporary, structural erosion and sediment control measures have been removed. Furthermore,I understand that certifying false,incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal,civil and/or administrative proceedings. Printed Name: Title/Position: Signature: Date: VIII.Qualified Inspector Certification-Post-construction Stormwater Management Practice(s): I hereby certify that all post-construction stormwater management practices have been constructed in conformance with the SWPPP.Furthermore,I understand that certifying false,incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal,civil and/or administrative proceedings. Printed Name: Title/Position: Signature: Date: IX. Owner or Operator Certification I hereby certify that this document was prepared by me or under my direction or supervision.My determination, based upon my inquiry of the person(s)who managed the construction activity,or those persons directly responsible for gathering the information,is that the information provided in this document is true,accurate and complete.Furthermore,I understand that certifying false,incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal,civil and/or administrative proceedings. Printed Name: Title/Position: Signature: Date: Attachment C Certification Forms CONTRACTOR and SUBCONTRACTOR CERTIFICATION STATEMENT for the New York State Department of Environmental Conservation (DEC) State Pollutant Discharge Elimination System Permit for Stormwater Discharges from Construction Activity (GP-0-10-001) As per Part X.A.6 on page 13 of GP-0-10-001 (effective January 29, 2010): `Prior to the commencement of construction activity, the owner or operator must identify the contractor(s) and subcontractor(s) that will be responsible for installing, constructing, repairing, replacing, inspecting and maintaining the erosion and sediment control practices included in the SWPPP; and the contractor(s) and subcontractor(s) that will be responsible for constructing the post- construction stormwater management practices included in the SWPPP. The owner or operator shall have each of the contractors and sub-contractors identify at least one person from their company that will be responsible for implementation of the SWPPP. This person shall be known as the trained contractor. The owner or operator shall ensure that at least one trained contractor is on site on a daily basis when soil disturbance activities are being performed.' The owner or operator shall have each contractor and subcontractor involved in soil disturbance sign a copy of the following certification statement before they commence any construction activity: NYR Name of Construction Site DEC Permit ID Municipality (MS4) "I hereby certify that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the terms and conditions of the most current version of the New York State Pollutant Discharge Elimination System ("SPDES')general permit for stormwater discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. Responsible Corporate Officer/Partner Signature Date Name of above Signatory Name of Company Title of above Signatory Mailing Address Telephone of Company City, State and Zip Identify the specific elements of the SWPPP the contractor or subcontractor is responsible for: `TRAINED CONTRACTOR'FOR THE CERTIFIED CONTRACTOR OR SUBCONTRACTOR Name of Trained Employee Title of Trained Employee NYSDEC SWT# A copy of this signed contractor certification statement must be maintained at the SWPPP on site Attachment D Wetlands and Floodplain Mapping GROTON v LANSNG" � 5 • ` Howland I ' Ian strand � Rr�� -�,�i Corners •, Corners ,i 1799 r 349 _ Disclaimer:This map does not show all natural resources regulated by NYS DEC,or for Which permits - from NYS DEC may be required.Please contact your DEC Reg anal office for more information. Pinney - Wetlands Map Pinney Duplex Project Flood Zone Map Y 4" xl y 460 i c ,l 'Iyz Y r R r y* — t x P� Ir♦e:4 30.-1-28.11461 .I li r Legend k Sd - ti � . 470 y, , - -"` ' p► :a Address 30. 1 28.12I -- I. '-+ b Open Water Streams Intermittent Streams Perennial Streams PARCELS Flood Zones 100 Year 436 i' \.� ,. � 500 Year 30.-1-28.211 I� r 482 Not Included in Flood Map ,21. 1-2.4 Building 3Q.-1-31 4 �� }li _ Municipalities ' r=-`f`-_ � j 't by ' t jIw" ; — LILY-SE I I. l� '� LILY-SW LILY-NW — LILY-tNE 2 Ir I NEW-SW NEW-SE NEW-NE L. _�•`., t� �,�`?'`' R" K NEW-NW LAN2ftSouth { 428; 1ti y t I,' q r_ 1 LAN NE ~� I I '� LAN-NW ti S 3 J.-1 28.212 1 I i LAN2ftM id dle, Ile 13J•431 GRO-SE Gi — GRO-SW 21. 1-2.51 - GRO-NEC" — GRO-NW `' - — ENF-SE 30-1 9 t r' r �j. l l I f �� -'l' — ENF-SW 30. � I ENF NE 1 f ', ' ; 1 _ — ENF-NW DRY-SE ,{ _l i — DRY-SW 214 .27 — DRY-NE DRY-tNW 34 - - - - ti S�- -� 'Iti I . \ 1_ `i _ — DAN2ftSW DAN2ftSE Y — J � 21.-1 28`, �I; v — DAN2ftNW � � ram_`_ x f �r� �✓ 1 � � I °I jl 455 III I 0' � I 3 3 =:- _. DrAoNR2_cftGN E 182 21.-1-24.9 425 433 21.-1-29 21. 1-2 4.12 — CAR-SW 393 38. 1-6.21 38.-1 623 381-5' --7d 38.-1-6.1 38.4-5 Y 1' l �i l_ Meadow ram '' '+ I �, t 1:3,287 AVIS rm 547.9 0 273.93 547.9 Feet This map is a user generated static output from an Internet mapping site and Notes is for reference only.Data layers that appear on this map may or may not be This map was automatically generated WGS_1984_Web—Mercator_Auxiliary_Sphere accurate,current,or otherwise reliable. using Geocortex Essentials.Your tax dollars ©Tompkins County GIS 2011 THIS MAP IS NOT TO BE USED FOR NAVIGATION at work! Attachment E NYSHPO — Circles and Squares Map Cultural Resource Information System(CRIS) https://cris.parks.ny.gov/Default.aspx# C HOME SUBMIT SEARCH COMMUNICATE Rr-1 t ® — —Buc"d— Pleasant Val[ey Rd � PLeasa"t _ — -- C1 Bl - y U 1f) Brown Rd Brown Rd El a 0 t� L O c� a ecui�Ae Rd W OL Old 0., " a � O o � y N Q Bone Plain Rd 71, Bone plain Rd rry I 4 1 of 1 10/9/2015 3:02 PM �r��r�r��� Parks, Recreation, STATE DF 0 PORTUNITY. and Historic Preservation ANDREW M.CUOMO ROSE HARVEY Governor Commissioner October 15, 2015 Mr. Scott Gibson 5 Orchard Avenue Watkins Glen, NY 14891 Re: DEC Pinney Duplex Apartments Town of Lansing, Tompkins County 15PRO5870 Dear Mr. Gibson: Thank you for requesting the comments of the Office of Parks, Recreation and Historic Preservation (OPRHP). We have reviewed the project in accordance with the New York State Historic Preservation Act of 1980 (Section 14.09 of the New York Parks, Recreation and Historic Preservation Law). These comments are those of the OPRHP and relate only to Historic/Cultural resources. They do not include potential environmental impacts to New York State Parkland that may be involved in or near your project. Such impacts must be considered as part of the environmental review of the project pursuant to the State Environmental Quality Review Act (New York Environmental Conservation Law Article 8) and its implementing regulations (6 NYCRR Part 617). Based upon this review, it is the New York State Office of Parks, Recreation and Historic Preservation's opinion that your project will have no impact on archaeological and/or historic resources listed in or eligible for the New York State and National Registers of Historic Places. If further correspondence is required regarding this project, please be sure to refer to the OPRHP Project Review (PR) number noted above. Sincerely, Ruth L. Pierpont Deputy Commissioner for Historic Preservation Division for Historic Preservation P.O.Box 189,Waterford, New York 12188-0189•(518)237-8643•www.nysparks.com Attachment F: Inspection Report (Sample Form) INSPECTION REPORT for STORM WATER POLLUTION PREVENTION PLAN PROJECT TITLE: PROJECT LOCATION: INSPECTOR: DATE: SITE CONDITIONS: POLLUTANT CONTROL IN CONFORMANCE EFFECTIVE Stabilized Construction Entrance YES/NO (See Below) YES/NO (See Below) Silt Fence YES/NO (See Below) YES/NO(See Below) Temporary Seeding&Mulching YES/NO (See Below) YES/NO(See Below) Swales,Ditches, Channels YES/NO (See Below) YES/NO(See Below) Rock Check Dams YES/NO (See Below) YES/NO(See Below) Wet Pond&Forebays YES/NO (See Below) YES/NO(See Below) Material Storage YES/NO (See Below) YES/NO(See Below) Other: YES/NO (See Below) YES/NO(See Below) VIOLATION NOTED: (Explain each"NO"circled above) RECOMMENDED REMEDIAL ACTION(S): COMMENTS: Based on the results of the inspection, necessary control modifications shall be implemented within 7 calendar days. These reports shall be kept on file as part of the Storm Water Pollution Prevention Plan for at least three years from the date of completion and submission of the Notice of Termination. A copy of the SWPPP shall be kept at the site at all times during construction. CERTIFICATION STATEMENT "I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person(s) who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information,including the possibility of fine and imprisonments for knowing violations. Signature Date Printed Name Attachment G Record of Stabilization and Construction Activity Dates (Sample Form) SITE STABILIZATION and CONSTRUCTION ACTIVITY DATES A record of dates when major grading activities occur, when construction activities temporarily or permanently cease on a portion of the site, and when stabilization measures are initiated shall be maintained until final site stabilization is achieved and the Notice of Termination is filed. The dates can be entered in the following form, or on a different form. MAJOR GRADING ACTIVITIES: Description of Activity: Begin (date): Site Contractor: Location: End (date): Description of Activity: Begin (date): Site Contractor: Location: End (date): Description of Activity: Begin (date): Site Contractor: Location: End (date): Description of Activity: Begin (date): Site Contractor: Location: End (date): Description of Activity: Begin (date): Site Contractor: Location: End (date): Description of Activity: Begin (date): Site Contractor: Location: End (date): Description of Activity: Begin (date): Site Contractor: Location: End (date): Attachment H Vegetative and Structural Measures For Erosion and Sediment Control (Sections 3 and 5 NY Stan dards &S,pecif cations for Erosion &Sediment Control) (Reference) VEGETATIVE MEASURES FOR EROSION AND SEDIMENT CONTROL Erosion is the gradual wearing away of the land surface as a soil pH. This table is very general,but it is useful for result of uncontrolled wind and water energy. planning. Sedimentation is the result of transport and delivery of eroded soil particles,deposited at some point. Erosion and General lime guidelines(at 100%ENV) sediment control is a complex interaction of soils, Initial Sandy Loams and Silty Clay engineering water management,agronomic and Soil pH Sands Loams Silt Loams Loams horticultural practices. Decisions for resolving erosion conditions,both on site and within the upper watershed,are T/A of lime' formulated based on surface and subsurface water, soil 4.5 2.5 6.0 9.5 13.0 material,climatic conditions,and anticipated land use. 4.6-4.7 2.5 6.0 9.0 12.5 Creating a stable slope is necessary prior to vegetating. 4.8-4.9 2.5 5.5 8.5 12.0 Sloughing and slumping are not helpful in establishing a 5.0-5.1 2.0 5.0 7.5 10.5 uniform protective cover. 5.2-5.3 1.5 4.0 6.5 8.5 General planning considerations for vegetating a steep slope 5.4-5.5 1.0 3.0 4.0 6.0 will include evaluating the soil. Factors such as soil texture 5.6-5.7 1.0 2.0 3.0 4.5 and steepness affect the stability of the slope. Texture also 5.8-5.9 0.7 1.5 2.5 3.5 influences the permeability and water holding capacity of 6.0-6.1 0.6 1.5 2.0 3.0 the soil. Many slopes are stripped of topsoil during the 6.2-6.3 0.4 1.0 1.5 2.0 construction phase,leaving an infertile,compacted soil 6.-6.5 0.3 0.7 1.0 1.5 surface,void of valuable organic matter. Topsoil must be 6.6-6.7 0.2 0.5 0.7 1.0 reapplied. Overly compacted slopes should be decompacted with appropriate equipment. Soil pH and Lime guidelines are in tons per acre and are based on a plow depth nutrient level are determined by obtaining a representative of 8.0 inches.Correct rate if plowing to a different depth. soil sample for analysis from an accredited lab. Appropriate plants are selected to meet the final slope and REFERENCE:Cornell Cooperative Extension. 2003 Cornell soil conditions for the site. Guide for Integrated Field Crop Management,Pg.32. Liming material sold in New York varies considerably in Fertilizer is sold with an analysis printed on the tag or bag. several ways. The mineral content(calcium and The first number is the percent of nitrogen(N),the second magnesium)of the limestone may be high or low,the is phosphorus(P),and the third is potassium(K). Other fineness or particle sizes vary between suppliers,and the elements are sometimes included and are listed with these cost varies greatly. Two types of limestone are sold. The basic three components. For example,a forty pound bag of most common is limestone high in calcium. Dolomitic 5-10-5 contains 2 lbs.N,4 lbs.P(as P205),and 21bs. of K limestone contains magnesium(Mg)and calcium(Ca). (as K20). Select an appropriate analysis to meet the Limestone sold in NY varies from 0 to 20%Mg while the nutrients required for the specific site. Always apply as calcium content of lime varies from 14.7%to 51.5%. closely as possible the required amount of fertilizer to meet Particle size determines how rapidly the calcium and the requirements of the site. Adding surplus nitrogen may magnesium will react with the acid in the soil. The finer the cause pollution of drinking water and saltwater ecosystems. particle sizes,the quicker the reaction. Excessive phosphorus may accelerate the aging process of freshwater ecosystems. Excessive amounts of N and K20 When purchasing agricultural limestone,one should state may result in'burning'the grass and killing it. on the order that the amount should be adjusted to 100% Water management on and above potentially eroding sites is effective neutralizing value(ENV). This is the way to extremely important. Large watersheds above a site may compare materials as it adjusts for the reactive Ca and Mg require extensive water control measures. Water flow paths and the particle size. The ENV is stated as the rationeeded must be controlled to allow the safe delivery of the water to to convert a limestone recommendation to 100%ENV. an outlet to the side or bottom of the sloe Shallow ditches Thus,if the recommendation is 4 tons/acre of 100%ENV or diversions across the slope and above the area to be lime and the lime being used had an 80/o ENV(I/ENV= seeded is an effective method of avoiding wash-out of the 1.25),4 times 1.25 or 5 tons/acre would be required. seed and soil. Diversions may be constructed at a point The amount of limestone needed can be estimated by using Where surface runoff water is intercepted and carried away the table below. A soil test is the only way to determine the from the slope and to a safe outlet. On large slopes, August 2005 Page 3.1 New York Standards and Specifications For Erosion and Sediment Control benching may be necessary for bench drains or future maintenance(see standard for Land Grading). Subsurface drainage is frequently included to prevent long term saturated soil conditions and sloughing. Conservation plantings need to effectively hold soil and control erosion,and they should enhance and blend with their surroundings. Mature plant size,form,and appearance must be considered along with their functionality to match the anticipated land use. Basic erosion control is accomplished by providing cover to the soil surface utilizing plants and/or mulch. It is the system of seedbed preparation, soil amendments,plant selection,proper timing of planting,and mulching that will optimize the chances of success.. Characteristics of grasses such as low growth, horizontal above and below ground stems,leafy growth, and many fine roots for binding soil particles,make them the primary choice for vegetating slopes. Once the grass type is selected,then appropriate forbs, shrubs,or trees may be added to meet site conditions. The use of appropriate mulches will depend on site criteria and should be carefully evaluated. Although some materials are costly,they may prevent the need for more costly reshaping and reseeding. Selection of proper vegetative materials for site stabilization is critical for environmental success. Species should be selected that are not considered"invasive."A primary list of invasive plants can be found at the website of the Invasive Plant Council of New York State(http:H www.ipcnys.org).Any species not on this list but considered suspect should be verified at the appropriate regional or local level for acceptance. New York Standards and Specifications Page 3.2 August 2005 For Erosion and Sediment Control STRUCTURAL MEASURES FOR EROSION AND SEDIMENT CONTROL General minimize the amount of sediment that is produced. In general,it is advantageous to clear only as much area as is Uncontrolled runoff and excess erosion often occurs in necessary to accommodate construction needs. Grade and urban developments,particularly during the construction stabilize large sites in stages whenever possible. Limiting stage. This erosion forms rills and gullies;washes out the amount of disturbed area limits the amount of sediment roads; scours cut and fill areas;fills road ditches, storm that is generated,thus decreasing the amount of drains,and streams; and does other damage that is costly to maintenance required on sediment control measures. the developers and damaging to land and water users below. Careful inclusion of proven conservation practices in the Sediment generated during the construction of cut and fill development plan can prevent or alleviate much of this slopes can also be minimized through design and grading damage and should be a part of every development plan. techniques. When designing either a cut or fill slope, factors to consider include slope length and steepness,soil These practices will usually be a combination of vegetative type,and upslope drainage area. In general,it is important and structural measures. They may be temporary and serve to leave soil surfaces on disturbed slopes in a roughened only during the construction stage or they may be condition and to construct a water diversion practice at the permanent in nature and become a part of the completed top of slopes. Rough soil surfaces do not erode as readily development. Permanent structural practices should be as smooth soil surfaces. installed as early as possible in the construction stage. This section deals with the more common structural measures Although design and grading techniques can reduce soil that may be used. Adequate designs,plans,and erosion,they cannot eliminate it entirely. Therefore, specification should be prepared for the measures to be practices must be installed to prevent offsite sedimentation. used. A number of measures and specifications are included throughout this section. The designer shall Even though the specific conditions of each site determine determine those elements to be installed to control erosion what measures are necessary to control erosion and (Section 2)and follow the criteria included in these sedimentation, some general principles apply to the standards and specifications. selection and placement of sediment control measures. Introduction 1. Prevent clean water from becoming turbid,by diverting runoff from upslope areas away from Structural erosion and sediment control practices have been disturbed areas. Earth dikes,temporary swales, classified as either temporary or permanent,according to perimeter dike/swales,or diversions that outlet in how they are used. Temporary structural practices are used stable areas can be used in this capacity. during construction to prevent offsite sedimentation. The length of time that temporary practices are functional varies 2. Remove sediment from turbid water before the water from project to project,since the sediment control strategy leaves the site. The method of sediment removal. may change as construction activity progresses. Permanent depends upon how the water drains from the site. structural practices are used to convey surface water runoff Concentrated flow must be diverted to a trapping to a safe outlet. Permanent structural practices will remain device so that suspended sediment can be deposited. Dikes or swales that outlet into traps or basins can in place and continue to function after the completion of construction. accomplish this. A storm drain system may be used to convey concentrated sediment laden water only if Regardless of whether the practices are temporary or the system empties into a trap or basin. Otherwise, permanent,runoff control measures should be the first items all storm drain inlets must be protected so that constructed when grading begins,and be completely sediment laden water cannot enter the drainage functional before downslope land disturbance takes place. system before being treated to remove the sediment. Earthen structures such as diversions,dikes,and swales should be stabilized before being considered functional. 3. Surface runoff draining in sheet flow must be Only after the runoff control structures are operational and controlled and treated before the water leaves the sediment control measures are in place,should clearing and site. Straw bale dikes, silt fences,or vegetative buffer strips can be used to treat sheet flow. grading on the rest of the construction site begin. While clearing and grading the site,it is important to August 2005 Page 5.1 New York Standards and Specifications For Erosion and Sediment Control All practices designed and implemented must be properly 3. Protect streams from chemicals,fuel,lubricants, maintained in order to remain functional. Sediment sewage,or other pollutants. accumulated in basins and traps must be removed and disposed of in a manner that stabilizes them on the 4. Avoid disposal of fill in floodplains or drainage ways. construction site. This reduces the capacity of these areas to pass flood flows. Other factors should be observed during construction in order to make erosion and sediment control measures more 5. Do not locate sanitary facilities over,or adjacent to, effective in pollution control. waterways,wells,or springs. These are: 6. Locate storage yards and stockpiles where erosion and sediment hazards are slight. Where this is not 1. Sprinkle or apply dust suppressors. Keep dust down possible, apply necessary erosion control practices. to a tolerable limit on construction sites and haul roads. 2. Use temporary bridges or culverts where fording of streams is objectionable. Avoid borrow areas where pollution from this operation is inevitable. New York Standards and Specifications Page 5.2 August 2005 For Erosion and Sediment Control STANDARD SYMBOLS BRANCH PACKING BP BRUSH LAYER BL BRUSH MATTRESS BM CHECK DAM — ► — ► CONSTRUCTION ROAD STABILIZATION = CRS = CURB DROP INLET PROTECTION pfll� DIVERSION D DUNE STABILIZATION DS DUST CONTROL EARTH DIKE ►�=z�H—= EXCAVATED DROP INLET PROTECTION FIBER ROLL FR FILTER FABRIC DROP INLET PROTECTION GRADE STABILIZATION STRUCTURE �-- GRASSED WATERWAY GL ADAPTED FROM DETAILS PROVIDED BY, USDA — NRCS, NEW YORK STATE DEPARTMENT OF TRANSPORTATION, STANDARD SYMBOLS NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION, NEW YORK STATE SOIL & WATER CONSERVATION COMMITTEE August 2005 Page 5.3 New York Standards and Specifications For Erosion and Sediment Control STANDARD SYMBOLS (cont'd) LAND GRADING Y LEVEL SPREADER LINED WATERWAY RR LIVE CRIBWALL LCW LIVE CUTTINGS/LIVE STAKES PLANTING LC/LS LIVE FASCINE LF MULCHING OPTIONAL SEDIMENT TRAP DEWATERING DEVICE PAVED FLUME PERIMETER DIKE OR SWALE PD PERMANENT SEEDING PS PIPE OUTLET SEDIMENT TRAP , O ` PIPE SLOPE DRAIN FLEXIBLE P S D PORTABLE SEDIMENT TANK PROTECTING VEGETATION FO ADAPTED FROM DETAILS PROVIDED BY, USDA - NRCS, NEW YORK STATE DEPARTMENT OF TRANSPORTATION, NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION, STANDARD SYMBOLS NEW YORK STATE S❑IL 3 WATER CONSERVATION COMMITTEE New York Standards and Specifications Page 5.4 August 2005 For Erosion and Sediment Control STANDARD SYMBOLS (cont'd) RECREATI❑N AREA IMPROVEMENT RAI RIP RAP OUTLET PROTECTION RIP RAP SLOPE PROTECTION RS RIP RAP STREAMBANK PROTECTION ��®��1 ROCK DAM SEDIMENT BASIN SEDIMENT TRAP SEGMENTED RETAINING WALL SILT FENCE �--f-� SODDING O STABILIZED CONSTRUCTION ENTRANCE 0000 STONE & BLOCK DROP INLET PROTECTION STRUCTURE 0000 STRAW BALE DIKE �'♦ SUBSURFACE DRAIN SD� SUMP PIT ADAPTED FROM DETAILS PROVIDED BY, USDA - NRCS, YORK STATENEW YORKWSTATE DEPARTMENTRNT OFEENVIIRONMENTALORCONSERVATION, STANDARD SYMBOLS NEW YORK STATE SOIL 6 WATER CONSERVATION COMMITTEE August 2005 Page 5.5 New York Standards and Specifications For Erosion and Sediment Control STANDARD SYMBOLS (cont'd) SURFACE ROUGHENING TEMPORARY SEEDING TS A-2 B-3 TEMPORARY SWALE TOPSOILING TREE REVETMENT TR TURBIDITY CURTAIN VEGETATED ROCK GABIONS VRG WATER BAR —W B WATERWAY CROSSING :=)T(= ADAPTED FROM DETAILS PROVIDED BY, USDA - NRCS, NEW YORK STATE DEPARTMENT OF TRANSPORTATION, NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION, STANDARD SYMBOLS NEW YORK STATE SOIL & WATER CONSERVATION COMMITTEE New York Standards and Specifications Page 5.6 August 2005 For Erosion and Sediment Control Attachment I: NYSD E C Stormwater Construction Checklists (Sample Form) Appendix F: Construction Inspection Checklists Stormwater/Wetland Pond Construction Inspection Checklist Project: Location: Site Status: Date: Time: Inspector: CONSTRUCTION SEQUENCE SATISFACTORY/ COMMENTS UNSATISFACTORY Pre-Construction/Materials and Equipment Pre-construction meeting Pipe and appurtenances on-site prior to construction and dimensions checked 1. Material (including protective coating, if specified) 2. Diameter 3. Dimensions of metal riser or pre-cast concrete outlet structure 4. Required dimensions between water control structures (orifices, weirs, etc.) are in accordance with approved plans 5. Barrel stub for prefabricated pipe structures at proper angle for design barrel slope 6. Number and dimensions of prefabricated anti-seep collars 7. Watertight connectors and gaskets 8. Outlet drain valve Project benchmark near pond site Equipment for temporary de-watering F-1 New York State Stormwater Management Design Manual Appendix F CONSTRUCTION SEQUENCE SATISFACTORY/ COMMENTS UNSATISFACTORY 2. Subgrade Preparation Area beneath embankment stripped of all vegetation, topsoil, and organic matter 3. Pipe Spillway Installation Method of installation detailed on plans A. Bed preparation Installation trench excavated with specified side slopes Stable, uniform, dry subgrade of relatively impervious material (If subgrade is wet, contractor shall have defined steps before proceeding with installation) Invert at proper elevation and grade B. Pipe placement Metal / plastic pipe 1. Watertight connectors and gaskets properly installed 2. Anti-seep collars properly spaced and having watertight connections to pipe 3. Backfill placed and tamped by hand under "haunches" of pipe 4. Remaining backfill placed in max. 8 inch lifts using small power tamping equipment until 2 feet cover over pipe is reached F-2 New York State Stormwater Management Design Manual Appendix F CONSTRUCTION SEQUENCE SATISFACTORY/ COMMENTS UNSATISFACTORY 3. Pipe Spillway Installation Concrete pipe 1. Pipe set on blocks or concrete slab for pouring of low cradle 2. Pipe installed with rubber gasket joints with no spalling in gasket interface area 3. Excavation for lower half of anti-seep collar(s) with reinforcing steel set 4. Entire area where anti-seep collar(s) will come in contact with pipe coated with mastic or other approved waterproof sealant 5. Low cradle and bottom half of anti-seep collar installed as monolithic pour and of an approved mix 6. Upper half of anti-seep collar(s)formed with reinforcing steel set 7. Concrete for collar of an approved mix and vibrated into place (protected from freezing while curing, if necessary) 8. Forms stripped and collar inspected for honeycomb prior to backfilling. Parge if necessary. C. Backfilling Fill placed in maximum 8 inch lifts Backfill taken minimum 2 feet above top of anti- seep collar elevation before traversing with heavy equipment F-3 New York State Stormwater Management Design Manual Appendix F CONSTRUCTION SEQUENCE SATISFACTORY/ COMMENTS UNSATISFACTORY 4. Riser I Outlet Structure Installation Riser located within embankment A. Metal riser Riser base excavated or formed on stable subgrade to design dimensions Set on blocks to design elevations and plumbed Reinforcing bars placed at right angles and projecting into sides of riser Concrete poured so as to fill inside of riser to invert of barrel B. Pre-cast concrete structure Dry and stable subgrade Riser base set to design elevation If more than one section, no spalling in gasket interface area; gasket or approved caulking material placed securely Watertight and structurally sound collar or gasket joint where structure connects to pipe spillway C. Poured concrete structure Footing excavated or formed on stable subgrade, to design dimensions with reinforcing steel set Structure formed to design dimensions, with reinforcing steel set as per plan Concrete of an approved mix and vibrated into place (protected from freezing while curing, if necessary) Forms stripped & inspected for "honeycomb" prior to backfilling; parge if necessary F-4 New York State Stormwater Management Design Manual Appendix F CONSTRUCTION SEQUENCE SATISFACTORY/ COMMENTS UNSATISFACTORY 5. Embankment Construction Fill material Compaction Embankment 1. Fill placed in specified lifts and compacted with appropriate equipment 2. Constructed to design cross-section, side slopes and top width 3. Constructed to design elevation plus allowance for settlement 6. Impounded Area Construction Excavated /graded to design contours and side slopes Inlet pipes have adequate outfall protection Forebay(s) Pond benches 7. Earth Emergency Spillway Construction Spillway located in cut or structurally stabilized with riprap, gabions, concrete, etc. Excavated to proper cross-section, side slopes and bottom width Entrance channel, crest, and exit channel constructed to design grades and elevations F-5 New York State Stormwater Management Design Manual Appendix F CONSTRUCTION SEQUENCE SATISFACTORY/ COMMENTS UNSATISFACTORY 8. Outlet Protection A. End section Securely in place and properly backfilled B. Endwall Footing excavated or formed on stable subgrade, to design dimensions and reinforcing steel set, if specified Endwall formed to design dimensions with reinforcing steel set as per plan Concrete of an approved mix and vibrated into place (protected from freezing, if necessary) Forms stripped and structure inspected for "honeycomb" prior to backfilling; parge if necessary C. Riprap apron /channel Apron /channel excavated to design cross- section with proper transition to existing ground Filter fabric in place Stone sized as per plan and uniformly place at the thickness specified 9. Vegetative Stabilization Approved seed mixture or sod Proper surface preparation and required soil amendments Excelsior mat or other stabilization, as per plan F-6 New York State Stormwater Management Design Manual Appendix F CONSTRUCTION SEQUENCE SATISFACTORY/ COMMENTS UNSATISFACTORY 10. Miscellaneous Drain for ponds having a permanent pool Trash rack I anti-vortex device secured to outlet structure Trash protection for low flow pipes, orifices, etc. Fencing (when required) Access road Set aside for clean-out maintenance 11. Stormwater Wetlands Adequate water balance Variety of depth zones present Approved pondscaping plan in place Reinforcement budget for additional plantings Plants and materials ordered 6 months prior to construction Construction planned to allow for adequate planting and establishment of plant community (April-June planting window) Wetland buffer area preserved to maximum extent possible Comments: F-7 New York State Stormwater Management Design Manual Appendix F Actions to be Taken: F-8 New York State Stormwater Management Design Manual Appendix F Bioretention Construction Inspection Checklist Project: Location: Site Status: Date: Time: Inspector: CONSTRUCTION SEQUENCE SATISFACTORY/ COMMENTS UNSATISFACTORY 1. Pre-Construction Pre-construction meeting Runoff diverted Facility area cleared If designed as exfilter, soil testing for permeability Facility location staked out 2. Excavation Size and location Lateral slopes completely level If designed as exfilter, ensure that excavation does not compact susoils. Longitudinal slopes within design range F-17 New York State Stormwater Management Design Manual Appendix F CONSTRUCTION SEQUENCE SATISFACTORY/ COMMENTS UNSATISFACTORY 3. Structural Components Stone diaphragm installed correctly Outlets installed correctly Underdrain Pretreatment devices installed Soil bed composition and texture 4. Vegetation Complies with planting specs Topsoil adequate in composition and placement Adequate erosion control measures in place 5. Final Inspection Dimensions Proper stone diaphragm Proper outlet Soil/filter bed permeability testing Effective stand of vegetation and stabilization Construction generated sediments removed Contributing watershed stabilized before flow is diverted to the practice F-18 New York State Stormwater Management Design Manual Appendix F Comments: Actions to be Taken: F-19 New York State Stormwater Management Design Manual Appendix F Open Channel System Construction Inspection Checklist Project: Location: Site Status: Date: Time: Inspector: CONSTRUCTION SEQUENCE SATISFACTORY COMMENTS UNSATISFACTORY 1. Pre-Construction Pre-construction meeting Runoff diverted Facility location staked out 2. Excavation Size and location Side slope stable Soil permeability Groundwater I bedrock Lateral slopes completely level Longitudinal slopes within design range Excavation does not compact subsoils 3. Check dams Dimensions Spacing Materials F-20 New York State Stormwater Management Design Manual Appendix F CONSTRUCTION SEQUENCE SATISFACTORY/ COMMENTS UNSATISFACTORY 4. Structural Components Underdrain installed correctly Inflow installed correctly Pretreatment devices installed 5. Vegetation Complies with planting specifications Topsoil adequate in composition and placement Adequate erosion control measures in place 6. Final inspection Dimensions Check dams Proper outlet Effective stand of vegetation and stabilization Contributing watershed stabilized before flow is routed to the factility Comments: F-21 New York State Stormwater Management Design Manual Appendix F Actions to be Taken: F-22 Attachment J: NYSDEC Operation & Maintenance Checklist (Sample Form) Appendix G: Maintenance Inspection Checklists Stormwater Pond/Wetland Operation, Maintenance and Management Inspection Checklist Project Location: Site Status: Date: Time: Inspector: Maintenance Item Satisfactory/ Comments Unsatisfactory 1. Embankment and emergency spillway (Annual, After Major Storms) 1. Vegetation and ground cover adequate 2. Embankment erosion 3. Animal burrows 4. Unauthorized planting 5. Cracking, bulging, or sliding of dam a. Upstream face b. Downstream face c. At or beyond toe downstream upstream d. Emergency spillway 6.Pond, toe & chimney drains clear and functioning 7.Seeps/leaks on downstream face 8.Slope protection or riprap failure 9. Vertical/horizontal alignment of top of dam "As-Built" G-1 New York State Stormwater Management Design Manual Appendix G Maintenance Item Satisfactory/ Comments Unsatisfactory 10. Emergency spillway clear of obstructions and debris 11. Other(specify) 2. Riser and principal spillway (Annual) Type: Reinforced concrete Corrugated pipe Masonry 1. Low flow orifice obstructed 2. Low flow trash rack. a. Debris removal necessary b. Corrosion control 3. Weir trash rack maintenance a. Debris removal necessary b. corrosion control 4. Excessive sediment accumulation insider riser 5. Concrete/masonry condition riser and barrels a. cracks or displacement b. Minor spalling (<1" ) c. Major spalling (rebars exposed) d. Joint failures e. Water tightness 6. Metal pipe condition 7. Control valve a. Operational/exercised b. Chained and locked 8. Pond drain valve a. Operational/exercised b. Chained and locked 9. Outfall channels functioning 10. Other(specify) G-2 New York State Stormwater Management Design Manual Appendix G Maintenance Item Satisfactory/ Comments Unsatisfactory 3. Permanent Pool (Wet Ponds) (monthly) 1. Undesirable vegetative growth 2. Floating or floatable debris removal required 3. Visible pollution 4. Shoreline problem 5. Other(specify) 4. Sediment Forebays 1.Sedimentation noted 2. Sediment cleanout when depth < 50% design depth 5. Dry Pond Areas 1. Vegetation adequate 2. Undesirable vegetative growth 3. Undesirable woody vegetation 4. Low flow channels clear of obstructions 5. Standing water or wet spots 6. Sediment and /or trash accumulation 7. Other(specify) 6. Condition of Outfalls (Annual , After Major Storms) 1. Riprap failures 2. Slope erosion 3. Storm drain pipes 4.Endwalls/ Headwalls 5. Other(specify) 7. Other ( Monthly) 1. Encroachment on pond, wetland or easement area G-3 New York State Stormwater Management Design Manual Appendix G Maintenance Item Satisfactory/ Comments Unsatisfactory 2. Complaints from residents 3.Aesthetics a. Grass growing required b. Graffiti removal needed c. Other(specify) 4. Conditions of maintenance access routes. 5. Signs of hydrocarbon build-up 6. Any public hazards (specify) 8. Wetland Vegetation (Annual) 1. Vegetation healthy and growing Wetland maintaining 50% surface area coverage of wetland plants after the second growing season. (If unsatisfactory, reinforcement plantings needed) 2. Dominant wetland plants: Survival of desired wetland plant species Distribution according to landscaping plan? 3. Evidence of invasive species 4. Maintenance of adequate water depths for desired wetland plant species 5. Harvesting of emergent plantings needed 6. Have sediment accumulations reduced pool volume significantly or are plants "choked"with sediment 7. Eutrophication level of the wetland. 8. Other(specify) Comments: G-4 New York State Stormwater Management Design Manual Appendix G Actions to be Taken: G-5 New York State Stormwater Management Design Manual Appendix G Bioretention Operation, Maintenance and Management Inspection Checklist Project: Location: Site Status: Date: Time: Inspector: MAINTENANCE ITEM SATISFACTORY COMMENTS UNSATISFACTORY 1. Debris Cleanout (Monthly) Bioretention and contributing areas clean of debris No dumping of yard wastes into practice Litter(branches, etc.) have been removed 2. Vegetation (Monthly) Plant height not less than design water depth Fertilized per specifications Plant composition according to approved plans No placement of inappropriate plants Grass height not greater than 6 inches No evidence of erosion 3. Check Dams/Energy Dissipaters/Sumps (Annual, After Major Storms) No evidence of sediment buildup G-10 New York State Stormwater Management Design Manual Appendix G MAINTENANCE ITEM SATISFACTORY/ COMMENTS UNSATISFACTORY Sumps should not be more than 50% full of sediment No evidence of erosion at downstream toe of drop structure 4. Dewatering (Monthly) Dewaters between storms No evidence of standing water 5. Sediment Deposition (Annual) Swale clean of sediments Sediments should not be > 20% of swale design depth 6. Outlet/Overflow Spillway (Annual, After Major Storms) Good condition, no need for repair No evidence of erosion No evidence of any blockages 7. Integrity of Filter Bed (Annual) Filter bed has not been blocked or filled inappropriately G-11 New York State Stormwater Management Design Manual Appendix G Comments: Actions to be Taken: G-12 New York State Stormwater Management Design Manual Appendix G Open Channel Operation, Maintenance, and Management Inspection Checklist Project: Location: Site Status: Date: Time: Inspector: MAINTENANCE ITEM SATISFACTORY/ COMMENTS UNSATISFACTORY 1. Debris Cleanout (Monthly) Contributing areas clean of debris 2. Check Dams or Energy Dissipators (Annual, After Major Storms) No evidence of flow going around structures No evidence of erosion at downstream toe Soil permeability Groundwater/ bedrock 3. Vegetation (Monthly) Mowing done when needed Minimum mowing depth not exceeded No evidence of erosion Fertilized per specification 4. Dewatering (Monthly) Dewaters between storms G-13 New York State Stormwater Management Design Manual Appendix G MAINTENANCE ITEM SATISFACTORY/ COMMENTS UNSATISFACTORY 5. Sediment deposition (Annual) Clean of sediment 6. Outlet/Overflow Spillway (Annual) Good condition, no need for repairs No evidence of erosion Comments: Actions to be Taken: G-14 Attachment K: Stormwater Management Summary and Hydraulic Modeling Results INDEX Stormwater Management Summary SiteDate—General..............................................................................................................2 Runoff Reduction Management Strategy.............................................................................5 Design Point 1 Summary (DP-1).........................................................................................7 Design Point 2 Summary (DP-2).........................................................................................9 Methodology......................................................................................................................1 1 Design Modeling Results...................................................................................................12 StageStorage Tables..........................................................................................................14 Water Quality Volume/Runoff Reduction Volume Worksheets........................Appendix 1 Hydraulic Modeling Results...............................................................................Appendix 2 Soils.....................................................................................................................Appendix 3 Precipitation Data................................................................................................Appendix 4 STORMWATER MANAGEMENT SUMMARY SITE DATA - GENERAL Site Notes: This summary is for a proposed duplex apartment development consisting of fifteen (15), 2,000-SF buildings, associated asphalt roadway and parking areas,public water and private sewer, sidewalks, and landscaping on a 1,556,932-SF (35.74-AC) parcel in the Town of Lansing, NY. The project will disturb roughly 650,000-SF(14.9- AC) of former brush, weeds, and grassed locations. Of this, there will be 107,584-SF (2.47-AC) of new impervious surfaces which will increase the site total by 7.0%. Subcatchment Evaluation: There are two (2)pre-developed (existing) watershed subcatchments (ESC-1 through ESC-2) for this site totaling 1,571,206-SF (36.07-AC). These areas are isolated from upland watershed runoff from the east by a road R.O.W. drainage ditch that splits flow to the north and south along the western edge of Scofield Road. To the north, a low lying drainage channel follows the project property line capturing flow from the northeast and diverting it due west preventing it from entering the property. Along the southern line, flow is captured in a R.O.W ditchline along the northern edge of Peruville Road where it is channeled to the west. Finally, a berm prevents site runoff from leaving the property along the western boundary. Flow is directed to the south into the Peruville Road ditch from ESC-1 (DP-1) and to the north into an existing central channel that flows east to west through much of ESC-2 (DP-2). Approximately 1,093,226-SF (25.10-AC) are areas that are largely outside of the major activities of development and any surfaces that see any temporary soil disturbance during construction will be restored to original condition upon completion of the project. These parcels have been identified as off-site subcatchments OSC-1 through OSC-4 on Proposed Conditions runoff analyses worksheets that have been provided in the stormwater drawings attached to this report. Generally, the existing topography moves in an east to west direction over gentle slopes (<I% - 5% avg. ) where flow eventually finds its way off-site through two distinct design points. The site is located across all soil class types with the majority being hydrologic soil class C. The proposed development will disturb approximately 650,000-SF(14.9-AC) of land. Drainage areas impacted by construction have been divided into 8 separate subcatchments (PSC 1 —PSC 8) to identify how runoff will be affected by the project. Two diversion swales will be installed to prevent upland neighboring runoff from impacting the future development and the final design volume characteristics of any water quality or quantity treatment practices planned for the site. The property's northern border will capture limited off-site flow from the northeast which would normally flow across PSC-7 and into an existing low lying drainage ditch that runs southeast-northwest through OSC-3 where it continues off site to eventually join the Salmon Creek tributary system. Flow from the new diversion swale will be diverted 2 1 P a g e around the parcel boundary where it will terminate into the same drainage channel further downstream. Similarly, another swale will be installed on the western edge of OSC-4 to capture flow from the east. Originally, flow would continue westward and terminate in a north south ditch that runs into the Peruville Road R.O.W. ditchline just to the west of the Pinney parcel. The new swale would cut off this runoff approximately 300-1f further east by diverting it due south where it will find its way into the same ditchline slightly upstream. The Pervuville Road ditchline currently runs to the west where it eventually winds its way to the northwest becoming part of the Salmon Creek tributary system. All proposed subcatchment delineations have been identified as areas in need of water quality and quantity treatment due to impacts from construction and added impervious surfaces. Overall, there are seven (7) bioretention practices, one (1) dry swale, and one (1)pond that have been planned to address runoff reduction volume, remaining water quality volume (after RRv) and attenuation concerns. Flow to each treatment practice will be directed by a series of new road and local site swales to ensure that runoff will be confined to the subcatchment boundary for which it is intended. As these are infiltration based practices,percolation tests will need to be performed to ensure that they will meet design requirements. All practices will contain a piped underdrain system to ensure that they will not have any prolonged periods of standing water. Site Control Methods: This project follows the newer DEC design standards on runoff reduction by applying green infrastructure techniques and standard stormwater management practices to provide source control for impervious surfaces. The site incorporates several engineered infiltration structures to meet water quality and quantity needs. Seven bioretention areas and a dry swale basin have been chosen to meet NYSDEC guidance requirements. Although an infiltration basin was originally considered to meet quality, RRv and quantity requirements for PSC-7, the area did not meet the required minimum infiltration testing parameters and a standard practice pond was designed instead. Site Soils: There are a total of four soil types in hydrologic soil groups A through C located throughout the site. Palmyra gravelly loam (PaC) belongs to the hydrologic soil group A with a well drained permeability range of 0.63 — 6.3 inches per hour. Phelps (PhB), is a gravelly silt loam in the hydrologic soil group B with a moderately well drained permeability of 0.63 — 2.0 inches per hour. Finally, Conesus (CfB) (0.63 — 2.0 in/hr), is a gravelly silt loam with moderately well drained soil and Kendaia (KnA), a somewhat poorly drained soil (0.20 — 2.0 in/hr, make up the hydrologic soil group C has a slow permeability of 0.20 inches per hour. See Appendix 3 for more information. Soils data was obtained from the Tompkins County Soil Survey conducted by the USDA Soil Conservation Service and the on-line Web Soil Survey. Site Topography: The site as a whole has a varied slope of<I% - 5% primarily moving downhill from east to west. 3 1 P a g e Site Watershed: Of the 35.74-acre watershed, the area of disturbance will be approximately 14.9-acres. Diversion swales located along the site's northern property line and lower mid-section have been designed to channel off-site runoff away from the development. Interceptor swales are used throughout the site to channel on-site runoff from to effectively contain flow to the site proper to designated treatment and attenuation systems for water quality and quantity controls. Rainfall: Rainfall data used in the modeling and analysis was taken from www.precipt.net, from the Northeast Regional Climate Center which is an accepted NYSDEC reference. Rainfall data specific to Tompkins County under consideration, for various 24-hour storm events tabled below: RAINFALL DATA STORM 24-HOUR RAINFALL 1-year 2.0 inches 10-year 3.4 inches 100-year 5.85inches These values were used in modeling for the evaluation of existing and proposed stormwater run-off conditions. 4 1 P a g e RUNOFF REDUCTION VOLUME MANAGEMENT STRATEGY (See Appendix 1 for Worksheet Analyses) 1. Water Quality Volume and Runoff Reduction Stormwater Management Strategy -Reference modeling results and WQv/RRv worksheets which follow this summary: The total site water quality volume for DP-1 and DP-2 is DP-1 WQv= 1,481 cu-ft (0.034af) DP-2 WQv= 8,629 cu-ft (0.198af) Total: 10,110 cu-ft(0.232af) Of this amount, there was no potential for the conservation of natural areas, protection of riparian areas, tree planting, rooftop disconnection, etc. that would lend to a reduction in total WQv. WQv credit=0 cuft(0.00 af) The minimum RRv was based on the following calculation: Soil group for site: A—0.80-AC S =55% B —0.82-AC S =40% C—9.51-AC S = 30% Minimum RRv: S =0.32 Impervious Area= 2.47-AC Precipitation= 1.0 in Rv =0.95 Minimum Rv = [(P)(Rv)(A)] /12= ((1.0 * 0.95"/AC *2.47AC)112)0.32 = 2,780 cuft or, 0.064-acft 2. Water Quality Volume Treatment Practices Seven bioretention (BR) practices, and a dry swale (DS) have been designed to the minimum total volume specifications as calculated in the attached practice worksheets. A summary of total runoff reduction volumes is provided in the table below: 5 1 P a g e Subcatchment Required RRv (cult) RRv Applied(Cuft) Practice PSC-1 612 612 BR-1 PSC-4 466 466 BR-4 PSC-5 403 403 BR-5 PSC-2 495 495 BR-2 PSC-3 198 198 BR-3 PSC-6 345 345 BR-6 PSC-7 7,149 0 None PSC-7A 187 187 BR-7 PSC-8 254 254 DS 10,110 2,960 3. Total of RRv Total RRv provided by practices 2,960 cuft (0.068-AF) Total Remaining Storage Volume for practices (after RRv) 10,110 cuft -2,960 cuft = 7,150 cuft (0.164af) Is provided RRv >minimum RRv for all soils from#1? 0.068 acft> 0.064 acft YES Is provided RRv > adjusted WQv from#1? 0.068 acft> 0.232 acft NO Is volume available within standard practices for remaining untreated WQv? Total WQv 0.232AF RRv 0.068 AF Remaining WQv 0.164AF (7,144-CF) Additional volume is available in the pond forebay and in the pond permanent pool. The pond forebay has 1,400-CF of storage volume which is at least 10% of the WQv as required. In addition, the storage volume of the pond permanent pool at 4.00' is 5,821- CF, the total of which is more than 100% of the required Water Quality Volume. YES Is all of the watershed drainage area treated by either area reduction or source control practices? YES Is all of the watershed impervious area treated with either reduction or source control practices? YES Minimum runoff reduction requirements are met for this project. 6 1 P a g e DP-1 Design Point 1 Summary (DP-1) CONTROL SIZING Bioretention Areas Please see the attached worksheets to determine bioretention area sizing. Cpv=24 hour extended detention of post-developed 1-year, 24-hour Storm event. The required CPv is a summation of the modeled 1 yr runoff output from each untreated subcatchment(2.0-inch rainfall Tompkins County) after runoff reduction (RRv). 1 yr Cpv 0.057-AF—RRV 0.034-AF = 0.023-AF (1,002)-CF The Cpv Channel Protection Volume is provided by the basin practices as determined by measuring the storage volume allowed through extended detention between the elevation at the bottom of each structure (0.0') and the primary outlet (4.0'), less the amount required for RRV. BR 1 for PSC-1 = 1,680—612 = 1,068-CF of storage BR 4 for PSC-4 = 1,346—466 = 880 CF of storage BR 5 for PSC-5 = 1,226—403 = 823 CF of storage Total—2,771 CF The combined available storage volume between the bioretention areas is 0.064-AF which exceeds the minimum requirement of 0.023. Flow is captured and exfiltrated into the surrounding soil structure and outlet through the underdrain system. CPv conditions are met. Overbank Flood (Qp)—DPI Qp =Controls the peak discharge from the 10-year storm(3.4-inch rainfall Tompkins County) to 10-year predevelopment rates. Pre-developed max rate = 1.86-CFS, Total Volume =0.291AF (12,676-CF). Post- developed w/o controls max rate= 3.32-CFS, Total Volume=0.380-AF (16,553-CF). The maximum post-developed run-off rate with the bioretention areas in-line is 1.64-CFS, and the total run-off volume is 0.343-AF (14,941-CF). The Qp Overbank Flood control criterion is met with the bioretention areas in-line. 7 1 P a g e Extreme Storm(Of)—DP1 Control the peak discharge from the 100-year storm (5.85-inch rainfall Tompkins County) to 100-year predevelopment rates. Safely pass the 100-year storm event. Pre-developed max run-off rate= 12.78-CFS, Total Volume= 1.294-AF(56,367-CF). Post-developed w/o controls max rate= 10.92-CFS, Total Volume = 1.429 -AF (62,247- CF). The maximum post-developed run-off rate with the structures inline is 10.79-CFS, and the total run-off volume is 1.389-AF (60,505-CF). The Qf Extreme Storm control criterion is met with the bioretention areas in-line. 8 1 P a g e DP-2 Design Point 2 Summary (DP-2) CONTROL SIZING Bioretention Areas Please see the attached worksheets to determine bioretention area sizing. Cpv=24 hour extended detention of post-developed 1-year, 24-hour Storm event. The required CPv is a summation of the modeled 1 yr runoff output from each untreated subcatchment(2.0-inch rainfall Tompkins County) after runoff reduction (RRv). 1 yr Cpv 0.246-AF—RRV 0.034-AF = 0.212-AF (9,235)-CF The Cpv Channel Protection Volume is provided by the basin practices as determined by measuring the storage volume allowed through extended detention between the elevation at the bottom of each structure (0.0') and the primary outlet (4.0'),less the amount required for RRV. BR 2 for PSC-2= 1,680—495 = 1,185-CF of storage BR 3 for PSC-3 = 795 — 198 =597 CF of storage BR 6 for PSC-6= 843 —345 =498 CF of storage BR 7 for PSC-7A=795 — 187 =608 CF of storage DS for PSC-8 =698—254=444 CF of storage Total—3,332 CF In addition, the pond provides 12,771-CF between the primary outlet at 5.25' and the 1 yr CPv orifice at 4.0'. The combined available storage volume between the bioretention areas and pond is 16,103-CF (0.370-AF) of storage which exceeds the minimum requirement of 0.212. Flow is captured and exfiltrated into the surrounding soil structure and outlet through the underdrain systems. CPv conditions are met. Pond 1 CPv orifice 1. Determine H—Avg head above centerline of proposed orifice invert for 1 yr storm. H between 4.55 and 4.00 =0.55/2= 0.28' 2. Determine Q—Flow over 24 hr period. Stage storage table volume between 4.28' and 4.00' = 2,719 cuft 9 1 P a g e 2,719 cuft/day x ld/24hrs x lhr/60min x 1 min/60sec = 0.032cfs 3. A= Q/C6 * Sgrt (2gH) Where, C6=0.6 and g= 32.2 ft/s2 A=0.032 cfs/0.6*(Sgrt (2(32.2 ft/s2) x 0.28 ft) = 0.0125 ft2 4. A = 7Lr2 r2 = Sgrt(0.0125ft2/3.14 ) * 2 = 0.126 ft or 1.5" Orifice can adequately outlet the 1 yr 24 hour storm Overbank Flood (Op) —DP2 Qp =Controls the peak discharge from the 10-year storm (3.4-inch rainfall Tompkins County) to 10-year predevelopment rates. Pre-developed max rate = 10.49-CFS, Total Volume = 1.169AF (50,922-CF). Post- developed w/o controls max rate= 17.13-CFS, Total Volume = 1.668-AF (72,658-CF). The maximum post-developed run-off rate with the bioretention areas and pond in- line is 7.79-CFS, and the total run-off volume is 1.225-AF (53,361-CF). The Qp Overbank Flood control criterion is met with the bioretention areas and pond in- line. Extreme Storm (Of) —DP2 Control the peak discharge from the 100-year storm (5.85-inch rainfall Tompkins County)to 100-year predevelopment rates. Safely pass the 100-year storm event. Pre-developed max run-off rate =52.19-CFS, Total Volume=4.392-AF(191,316-CF). Post-developed w/o controls max rate= 63.29-CFS, Total Volume = 5.297 -AF (230,737- CF). The bioretention areas and pond attenuate the post-developed 100-year storm event less than or equal to pre-developed 100 year storm event. The maximum post- developed run-off rate with the structures inline is 43.42-CFS, and the total run-off volume is 4.821-AF (210,003-CF). The Qf Extreme Storm control criterion is met with the bioretention areas and pond in- line. 101Page METHODOLOGY The methodology used for the hydrologic and hydraulic analysis was obtained from the United States Department of Agriculture (USDA) Soil Conservation Service's (SCS) Technical Release No. 20, as implemented by the application program HydroCAD. HydroCAD, developed by Applied Microcomputer Systems of Chocorua, New Hampshire, is a Computer-Aided-Design (CAD)program for analyzing the hydrologic and hydraulic characteristics of a given watershed and associated stormwater management facilities. It utilizes the latest modeling techniques to predict the consequences of any given storm. HydroCAD has the capability of computing hydrographs and routing flows through pipes, streams and ponds. Hydrographs represent discharge rates characteristic of specified watershed conditions, precipitation and geologic factors. For this analysis, the watershed and drainage system was broken down into a network consisting of three types of components described below: Subcatchment: A relatively homogeneous area of land, which produces a volume and rate of surface run-off unique to that area. Reach: Uniform streams, channels or pipes which convey stormwater from one distinct point to another reach or pond. Pond: Natural or man-made impoundment (ie. pond), which temporarily stores stormwater run-off and empties in a manner determined by its geometry and the hydraulic structure located at its outlet(s). Subcatchments, reaches and ponds are represented by hexagons, squares and triangles, respectively, on the watershed routing diagrams provided with the computations reference modeling results attached. 11 Wage Modeling Results Tabled: (See Appendix 2 for actual modeling data) DP1 EXISTING EXISTING FLOW CONDITIONS AT DESIGN POINT(DPI) STORM EVENT PEAK FLOW TOTAL VOLUME (CFS) (AF) I-year 0.03 0.017 10-year 1.86 0.291 100-year 1 12.78 1 1.294 PROPOSED WITHOUT STORMWA TER MANAGEMENT FLOW CONDITIONS AT DESIGN POINT(DPI) STORM EVENT PEAK FLOW TOTAL VOLUME (CFS) (AF) I-year 0.95 0.066 10-year 3.32 0.380 100-year 10.92 1.429 PROPOSED WITH BIORETENTION AREAS IN-LINE PROPOSED FLOW CONDITIONS AT DESIGN POINT(DPI) STORM EVENT PEAK FLOW TOTAL VOLUME (CFS) _ (AF) 1-year 0.07 0.031 10-year 1.64 0.343 100-year 1 10.79 1 1.389 The run-off rates decrease for the 10 and 100 yr storm events as modeled. 121Page DP2 EXISTING EXISTING FLOW CONDITIONS AT DESIGN POINT(DP2) STORM EVENT PEAK FLOW TOTAL VOLUME (CFS) _ (AF) 1-year 0.32 0.144 10-year 10.49 1.169 100-year 52.19 4.392 PROPOSED WITHOUT STORMWA TER MANAGEMENT FLOW CONDITIONS AT DESIGN POINT(DP2) STORM EVENT PEAK FLOW TOTAL VOLUME (CFS) (AF) I-year 2.52 0.356 10-year 17.13 1.668 100-year 1 63.29 1 5.297 PROPOSED WITH BIORETENTION AREAS AND PONDS IN-LINE PROPOSED FLOW CONDITIONS AT DESIGN POINT(DP2) STORM EVENT PEAK FLOW TOTAL VOLUME (CFS) (AF) 1-year 0.32 0.136 10-year 7.79 1.225 100-year 43.42 4.821 The run-off rates decrease for the 10 and 100 yr storm events as modeled. 131Page Stage Storage Tables: BIORETENTION 1 STAGE-STORAGE TABLE BR-1 STORM EVENT PEAK PEAK DEPTH STORAGE (CF) (FT) WQv 612 1.75' 1 year(Cpv) 494 1.21' 10 year 1,481 3.86' 100 year 2,203 4.38' Notes: Invert Washed Stone Drainage Layer 0' Invert of Drainage Pipe 0.5' Invert of Soil Drainage Layer 1.0' Bottom of Swale El. = 3.50' 6'-Broad Crested Weir Outlet inv. = 4.00' Top of Swale Embankment Elev. = 5.00' BIORETENTION 2 STAGE-STORAGE TABLE BR-2 STORM EVENT PEAK PEAK DEPTH STORAGE (CF) (FT) WQv 495 1.21' 1 year(Cpv) 688 2.09' 10 year 1,050 3.54' 100 year 1,946 4.19' Notes: Invert Washed Stone Drainage Layer 0' Invert of Drainage Pipe 0.5' Invert of Soil Drainage Layer 1.0' Bottom of Swale El. = 3.50' 6'-Broad Crested Weir Outlet inv. = 4.00' Top of Swale Embankment Elev. = 5.00' 141Page BIORETENTION 3 STAGE-STORAGE TABLE BR-3 STORM EVENT PEAK PEAK DEPTH STORAGE (CF) (FT) WQv 198 1.00, 1 year(Cpv) 306 2.04' 10 year 391 2.90' 100 year 845 4.07' Notes: Invert Washed Stone Drainage Layer 0' Invert of Drainage Pipe 0.5' Invert of Soil Drainage Layer 1.0' Bottom of Swale El. = 3.50' 6'-Broad Crested Weir Outlet inv. = 4.00' Top of Swale Embankment Elev. = 5.00' BIORETENTION 4 STAGE-STORAGE TABLE BR-4 STORM EVENT PEAK PEAK DEPTH STORAGE (CF) (FT) WQv 466 1.60' 1 year(Cpv) 688 2.86' 10 year 1,113 3.79' 100 year 1,631 4.26' Notes: Invert Washed Stone Drainage Layer 0' Invert of Drainage Pipe 0.5' Invert of Soil Drainage Layer 1.0' Bottom of Swale El. = 3.50' 6'-Broad Crested Weir Outlet inv. = 4.00' Top of Swale Embankment Elev. = 5.00' BIORETENTION 5 STAGE-STORAGE TABLE BR-5 STORM EVENT PEAK PEAK DEPTH STORAGE (CF) (FT) WQv 403 1.52' 1 year(Cpv) 348 1.17' 10 year 719 3.51' 100 year 1,390 4.16' Notes: Invert Washed Stone Drainage Layer 0' Invert of Drainage Pipe 0.5' Invert of Soil Drainage Layer 1.0' 151Page Bottom of Swale El. = 3.50' 6'-Broad Crested Weir Outlet inv. = 4.00' Top of Swale Embankment Elev. = 5.00' BIORETENTION 6 STAGE-STORAGE TABLE BR-6 STORM EVENT PEAK PEAK DEPTH STORAGE (CF) (FT) WQv 345 2.78' 1 year(Cpv) 330 2.62' 10 year 659 3.79' 100 year 1,034 4.22' Notes: Invert Washed Stone Drainage Layer 0' Invert of Drainage Pipe 0.5' Invert of Soil Drainage Layer 1.0' Bottom of Swale El. = 3.50' 6'-Broad Crested Weir Outlet inv. = 4.00' Top of Swale Embankment Elev. = 5.00' BIORETENTION 7 STAGE-STORAGE TABLE BR-7A STORM EVENT PEAK PEAK DEPTH STORAGE (CF) (FT) WQv 187 0.95' 1 year(Cpv) 294 1.92' 10 year 354 2.52' 100 year 708 3.87' Notes: Invert Washed Stone Drainage Layer 0' Invert of Drainage Pipe 0.5' Invert of Soil Drainage Layer 1.0' Bottom of Swale El. = 3.50' 6'-Broad Crested Weir Outlet inv. = 4.00' Top of Swale Embankment Elev. = 5.00' 161Page POND STAGE-STORAGE TABLE P STORM EVENT PEAK PEAK DEPTH STORAGE (CF) (FT) WQv 7,149 4.12' 1 year(Cpv) 10,418 4.47' 10 year 20,998 5.43' 100 year 38,587 6.70' Notes: Notes: Bottom of Basin El. = 0.00' 1.5" Permanent Pool Orifice = 4.00' 12" 10 Yr Overflow Horizontal Orifice = 5.25' 25' x 6' 100 Yr Broadcrested Weir= 6.50' Top of Basin Embankment Elev. = 7.50' 171Page APPENDIX 1 WATER QUALITY VOLUME/RUNOFF REDUCTION WORKSHEETS 181Page Version 1.6 Total Water Quality Volume Calculation Last Updated: 03/28/2014 WQv(acre-feet) = [(P)(Rv)(A)] /12 Is this project subject to Chapter 10 of the NYS Design Manual (i.e. WQv is equal to post- development 1 year runoff volume)?...................................................................................... No Design Point:1 1 Manually enter P, Total Area and Impervious Cover. P=J 1.00 1 inch Breakdown of Subcatchments Catchment Total Area Impervious Area Percent WQv Number (Acres) (Acres) (ft Impervious Rv 3 Description ) 1 0.85 0.14 16% 0.20 612 PSC 1-Bioretention, BR 1 2 0.41 0.12 29% 0.31 466 PSC 4-Bioretention, BR 4 3 0.24 0.11 46% 0.46 403 PSC 5-Bioretention, BR 5 4 5 6 7 8 9 10 Subtotal (1-30) 1.50 0.37 25% 0.27 1,481 Subtotal 1 Total 1.50 0.37 25% 0.27 1,481 Initial WQv Identify Runoff Reduction Techniques By Area Total Contributing Technique Contributing Impervious Area Notes Area (Acre) (Acre) Conservation of Natural Areas 0.00 0.00 minimum 10,000sf Riparian Buffers 0.00 0.00 maximum contributing length 75 feet to 150 feet Filter Strips 0.00 0.00 Tree Planting 0.00 0.00 Up to 100 sf directly connected impervious area may be subtracted per tree Total 0.00 0.00 Recalculate WQv after application of Area Reduction Techniques Total Area Impervious Area Percent Runoff WQv Impervious Coefficient 3 (Acres) (Acres) o" Rv (ft ) "<<Initial WQv" 1.50 0.37 25% 0.27 1,481 Subtract Area 0.00 0.00 WQv adjusted after Area 1.50 0.37 25% 0.27 1,481 Reductions Disconnection of Rooftops 0.00 Version 1.6 Total Water Quality Volume Calculation Last Updated: 03/28/2014 WQv(acre-feet) = [(P)(Rv)(A)] /12 Adjusted WQv after Area Reduction and Rooftop 1.50 0.37 25% 0.27 1,481 Disconnect WQv reduced by Area Reduction techniques 0 Total Water Quality Volume Calculation WQv(acre-feet) = [(P)(Rv)(A)] /12 All Subcatchments Impervious Percent Runoff Catchment Total Area WQv Description Cover Impervious Coefficient (Acres) (Acres) % Rv (ft') PSC 1 - 1 0.85 0.14 0.16 0.20 611.66 Bioretention PSC 4- 2 0.41 0.12 0.29 0.31 466 Bioretention PSC 5 - 3 0.24 0.11 0.46 0.46 402.93 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Runoff Reducfl=nme and Treated volumes Total Runoff Reduction Tech iques/Standard Total Contributing wQv Contributing Reduced WQv SMps Area Impervious (RRv) Treated Area (acres) (acres) cf cf Conservation of Natural Areas RR-1 0.00 0.00 Sheetflow to Riparian Buffers/Filter � RR-2 0.00 0.00 Strips 4-1 Tree Planting/Tree Pit RR-3 0.00 0.00 Disconnection of Rooftop Runoff RR-4 0.00 Q1 Vegetated Swale RR-5 0.00 0.00 0 E o Rain Garden RR-6 0.00 0.00 0 Stormwater Planter RR-7 0.00 0.00 0 Rain Barrel/Cistern RR-8 0.00 0.00 0 a Porous Pavement RR-9 0.00 0.00 0 Green Roof(Intensive & Extensive) RR-10 0.00 0.00 0 Infiltration Trench 1-1 0.00 0.00 0 0 a Infiltration Basin 1-2 0.00 0.00 0 0 U Q Dry Well 1-3 0.00 0.00 0 0 u Underground Infiltration System 1-4 0.00 Bioretention & Infiltration Bioretention F-5 1.50 0.37 1481 0 n Dry swale 0-1 0.00 0.00 0 0 Micropool Extended Detention (P-1) P-1 Wet Pond (P-2) P-2 Wet Extended Detention (P-3) P-3 Multiple Pond system (P-4) P-4 Pocket Pond (p-5) P-5 Surface Sand filter(F-1) F-1 _0 Underground Sand filter(F-2) F-2 _0 Perimeter Sand Filter (F-3) F-3 Organic Filter(F-4 F-4 `" Shallow Wetland (W-1) W-1 Extended Detention Wetland (W-2 W-2 Pond/Wetland System (W-3) W-3 Pocket Wetland (W-4) W-4 Wet Swale (0-2) 0-2 Totals by Area Reduction -> 0.00 0.00 0 Totals by Volume Reduction 4 0.00 0.00 0 Totals by Standard SMP w/RRV 1.50 0.37 1481 0 Totals by Standard SMP 0.00 0.00 0 Totals ( Area + Volume + all SMPs) 1.50 0.37 1,481 0 Impervious Cover V okay Minimum RRv Enter the Soils Data for the site Soil Group Acres S A 55% B 40% C 1.50 30% D 20% Total Area 1.5 Calculate the Minimum RRv S= 0.30 Impervious = 0.37 acre Precipitation 1 in Rv 0.95 Minimum RRv 383 ft3 0.01 laf Bioretention Worksheet (For use on HSG C or D Soils with underdrains) Af=WQv*(df)/[k*(hf+df)(tf)] Af Required Surface Area (ft2) The hydraulic conductivity[ft/day], can be varied WQv Water Quality Volume(ft3) depending on the properties of the soil media.Some reported conductivity values are: Sand -3.5 ft/day df Depth of the Soil Medium (feet) k (City of Austin 1988);Peat -2.0 ft/day(Galli 1990); hf Average height of water above the planter bed Leaf Compost -8.7 ft/day(Claytor and Schueler, tf Volume Through the Filter Media (days) 1996);Bioretention Soil (0.5 ft/day (Claytor& Design Point: i Enter Site Data For Drainage Area to be Treated by Practice Catchment Total Area Impervious Percent WQv Precipitation Area Impervious Rv 3 Description Number (Acres) (Acres) (ft ) (in) PSC 1 - 1 0.85 0.14 0.16 0.20 611.66 1.00 Bioretention, BR 1 Enter Impervious Area Reduced «WQv after adjusting for by Disconnection of Rooftops 16% 0.20 612 Disconnected Rooftops Enter the portion of the WQv that is not reduced for all practices 3 routed to this practice. ft Soil Information Soil Group C Soil Infiltration Rate 0.20 in/hour Using Underdrains? Yes Calculate the Minimum Filter Area Value Units Notes WQv 612 ft 3 Enter Depth of Soil Media df 2.5 ft 2.5-4 ft Enter Hydraulic Conductivity k 0.5 ft/day Enter Average Height of Ponding hf 0.5 Ift 16 inches max. Enter Filter Time tf 2 days Required Filter Area I Af 510 Ift2 Determine Actual Bio-Retention Area Filter Width 24 ft Filter Length 55 ft Filter Area 1320 ft2 Actual Volume Provided 1584 ft3 Determine Runoff Reduction Is the Bioretention contributing flow to Select Practice another practice? RRv 634 s This is 40%of the storage provided or WQv RRv applied 612 ft whichever is less. Volume Treated 0 ft 3 This is the portion of the WQv that is not reduced in the practice. Volume Directed 0 ft3 This volume is directed another practice Sizing V OK Check to be sure Area provided >Af Bioretention Worksheet (For use on HSG C or D Soils with underdrains) Af=WQv*(df)/[k*(hf+df)(tf)] Af Required Surface Area (ft2) The hydraulic conductivity[ft/day], can be varied WQv Water Quality Volume(ft3) depending on the properties of the soil media.Some reported conductivity values are: Sand -3.5 ft/day df Depth of the Soil Medium (feet) k (City of Austin 1988);Peat -2.0 ft/day(Galli 1990); hf Average height of water above the planter bed Leaf Compost -8.7 ft/day(Claytor and Schueler, tf Volume Through the Filter Media (days) 1996);Bioretention Soil (0.5 ft/day (Claytor& Schueler,1996) Design Point:1 1 Enter Site Data For Drainage Area to be Treated by Practice Catchment Total Area Impervious Percent WQv Precipitation Area Impervious Rv 3 Description Number (Acres) (Acres) (ft ) (in) PSC 4- 2 0.41 0.12 0.29 0.31 466.46 1.00 Bioretention, BR 4 Enter Impervious Area Reduced «WQv after adjusting for by Disconnection of Rooftops 29% 0.31 466 Disconnected Rooftops Enter the portion of the WQv that is not reduced for all practices 3 routed to this practice. ft Soil Information Soil Group C Soil Infiltration Rate 0.20 in/hour Using Underdrains? Yes Calculate the Minimum Filter Area Value Units Notes WQv 466 ft 3 Enter Depth of Soil Media df 2.5 ft 2.5-4 ft Enter Hydraulic Conductivity k 0.5 ft/day Enter Average Height of Ponding hf 0.5 Ift 16 inches max. Enter Filter Time tf 2 days Required Filter Area I Af 389 Ift2 Determine Actual Bio-Retention Area Filter Width 22 ft Filter Length 45 ft Filter Area 990 ft2 Actual Volume Provided 1188 ft3 Determine Runoff Reduction Is the Bioretention contributing flow to Select Practice another practice? RRv 475 s This is 40%of the storage provided or WQv RRv applied 466 ft whichever is less. Volume Treated 0 ft 3 This is the portion of the WQv that is not reduced in the practice. Volume Directed 0 ft3 This volume is directed another practice Sizing V OK Check to be sure Area provided >Af Bioretention Worksheet (For use on HSG C or D Soils with underdrains) Af=WQv*(df)/[k*(hf+df)(tf)] Af Required Surface Area (ft2) The hydraulic conductivity[ft/day], can be varied WQv Water Quality Volume(ft3) depending on the properties of the soil media.Some reported conductivity values are: Sand -3.5 ft/day df Depth of the Soil Medium (feet) k (City of Austin 1988);Peat -2.0 ft/day(Galli 1990); hf Average height of water above the planter bed Leaf Compost -8.7 ft/day(Claytor and Schueler, tf Volume Through the Filter Media (days) 1996);Bioretention Soil (0.5 ft/day (Claytor& Design Point:1 1 Enter Site Data For Drainage Area to be Treated by Practice Catchment Total Area Impervious Percent WQv Precipitation Area Impervious Rv 3 Description Number (Acres) (Acres) (ft ) (in) PSC5 - 3 0.24 0.11 0.46 0.46 402.93 1.00 Bioretention, BR 5 Enter Impervious Area Reduced «WQv after adjusting for by Disconnection of Rooftops 46% 0.46 403 Disconnected Rooftops Enter the portion of the WQv that is not reduced for all practices 3 routed to this practice. ft Soil Information Soil Group C Soil Infiltration Rate 0.20 in/hour Using Underdrains? Yes Calculate the Minimum Filter Area Value Units Notes WQv 403 ft 3 Enter Depth of Soil Media df 2.5 ft 2.5-4 ft Enter Hydraulic Conductivity k 0.5 ft/day Enter Average Height of Ponding hf 0.5 Ift 16 inches max. Enter Filter Time tf 2 days Required Filter Area I Af 336 Ift2 Determine Actual Bio-Retention Area Filter Width 20 ft Filter Length 42 ft Filter Area 840 ft 2 Actual Volume Provided 1008 ft3 Determine Runoff Reduction Is the Bioretention contributing flow to Select Practice another practice? R Rv 403 s This is 40%of the storage provided or WQv RRv applied 403 ft whichever is less. Volume Treated 0 ft 3 This is the portion of the WQv that is not reduced in the practice. Volume Directed 0 ft3 This volume is directed another practice Sizing V OK Check to be sure Area provided >Af Version 1.6 Total Water Quality Volume Calculation Last Updated: 03/28/2014 WQv(acre-feet) = [(P)(Rv)(A)] /12 Is this project subject to Chapter 10 of the NYS Design Manual (i.e. WQv is equal to post- development 1 year runoff volume)?...................................................................................... No Design Point:1 2 Manually enter P, Total Area and Impervious Cover. P=J 1.00 1 inch Breakdown of Subcatchments Catchment Total Area Impervious Area Percent WQv Number (Acres) (Acres) (ft Impervious Rv 3 Description / ) 1 0.39 0.13 33% 0.35 495 PSC 2-Bioretention, BR 2 2 0.19 0.05 26% 0.29 198 PSC 3-Bioretention, BR 3 3 0.28 0.09 32% 0.34 345 PSC 6-Bioretention, BR 6 4 8.43 1.72 20% 0.23 7,149 PSC 7-Standard Practice;Pond 5 0.14 0.07 50% 0.50 254 PSC 8-DrySwale 6 0.13 0.05 38% 0.40 187 PSC 7A- Bioretention,BR 7 7 8 9 10 Subtotal (1-30) 9.56 2.11 22% 0.25 8,629 Subtotal 1 Total 9.56 2.11 22% 0.25 8,629 Initial WQv Identify Runoff Reduction Techniques By Area Total Contributing Contributing Technique Area Impervious Area Notes (Acre) (Acre) Conservation of Natural Areas 0.00 0.00 minimum 10,000 sf Riparian Buffers 0.00 0.00 maximum contributing length 75 feet to 150 feet Filter Strips 0.00 0.00 Up to 100 sf directly connected impervious Tree Planting 0.00 0.00 area may be subtracted per tree Total 0.00 0.00 Recalculate WQv after application of Area Reduction Techniques Total Area Impervious Area Percent Runoff WQv (Acres) (Acres) Impervious Coefficient (ft 3 ) % Rv "<<Initial WQv" 9.56 2.11 22/ 0.25 8,629 Subtract Area 0.00 0.00 Version 1.6 Total Water Quality Volume Calculation Last Updated: 03/28/2014 WQv(acre-feet) = [(P)(Rv)(A)] /12 WQv adjusted after Area 9.56 2.11 22% 0.25 8,629 Reductions Disconnection of Rooftops 0.00 Adjusted WQv after Area Reduction and Rooftop 9.56 2.11 22% 0.25 8,629 Disconnect WQv reduced by Area Reduction techniques 0 Total Water Quality Volume Calculation WQv(acre-feet) = [(P)(Rv)(A)] /12 All Subcatchments Impervious Percent Runoff Catchment Total Area WQv Description Cover Impervious Coefficient (Acres) (Acres) % Rv (ft') PSC 2 - 1 0.39 0.13 0.33 0.35 495.50 Bioretention PSC 3 - 2 0.19 0.05 0.26 0.29 198 Bioretention PSC 6- 3 0.28 0.09 0.32 0.34 344.85 4 8.43 1.72 0.20 0.23 7149.29 PSC 7- PSC 8- 5 0.14 0.07 0.50 0.50 254.10 Dr Swale 6 0.13 0.05 0.38 0.40 186.95 PSC 7A- 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Runoff Reducfl=nme and Treated volumes Total Runoff Reduction Tech iques/Standard Total Contributing wQv Contributing Reduced WQv SMps Area Impervious (RRv) Treated Area (acres) (acres) cf cf Conservation of Natural Areas RR-1 0.00 0.00 Sheetflow to Riparian Buffers/Filter � RR-2 0.00 0.00 Strips 4-1 Tree Planting/Tree Pit RR-3 0.00 0.00 Disconnection of Rooftop Runoff RR-4 0.00 Q1 Vegetated Swale RR-5 0.00 0.00 0 E o Rain Garden RR-6 0.00 0.00 0 Stormwater Planter RR-7 0.00 0.00 0 Rain Barrel/Cistern RR-8 0.00 0.00 0 a Porous Pavement RR-9 0.00 0.00 0 Green Roof(Intensive & Extensive) RR-10 0.00 0.00 0 Infiltration Trench 1-1 0.00 0.00 0 0 a Infiltration Basin 1-2 0.00 0.00 0 0 U Q Dry Well 1-3 0.00 0.00 0 0 u Underground Infiltration System 1-4 0.00 Bioretention & Infiltration Bioretention F-5 0.99 0.32 1225 0 n Dry swale 0-1 0.14 0.07 254 0 Micropool Extended Detention (P-1) P-1 Wet Pond (P-2) P-2 8.46 1.66 7149.000 Wet Extended Detention (P-3) P-3 Multiple Pond system (P-4) P-4 Pocket Pond (p-5) P-5 Surface Sand filter(F-1) F-1 _0 Underground Sand filter(F-2) F-2 Perimeter Sand Filter (F-3) F-3 Organic Filter(F-4 F-4 `" Shallow Wetland (W-1) W-1 Extended Detention Wetland (W-2 W-2 Pond/Wetland System (W-3) W-3 Pocket Wetland (W-4) W-4 Wet Swale (0-2) 0-2 Totals by Area Reduction -> 0.00 0.00 0 Totals by Volume Reduction 4 0.00 0.00 0 Totals by Standard SMP w/RRV 1.13 0.39 1479 0 Totals by Standard SMP 8.46 1.66 7149 Totals ( Area + Volume + all SMPs) 9.59 2.05 1,479 7,149 Impervious Cover V error Minimum RRv Enter the Soils Data for the site Soil Group Acres S A 0.80 55 B 0.82 40% C 7.95 30% D 20% Total Area 9.57 Calculate the Minimum RRv S= 0.33 Impervious = 2.11 acre Precipitation 1 in Rv 0.95 Minimum RRv 2,397 ft3 0.06 laf Bioretention Worksheet (For use on HSG C or D Soils with underdrains) Af=WQv*(df)/[k*(hf+df)(tf)] Af Required Surface Area (ft2) The hydraulic conductivity[ft/day], can be varied WQv Water Quality Volume(ft3) depending on the properties of the soil media.Some reported conductivity values are: Sand -3.5 ft/day df Depth of the Soil Medium (feet) k (City of Austin 1988);Peat -2.0 ft/day(Galli 1990); hf Average height of water above the planter bed Leaf Compost -8.7 ft/day(Claytor and Schueler, tf Volume Through the Filter Media (days) 1996);Bioretention Soil (0.5 ft/day (Claytor& Design Point:1 2 Enter Site Data For Drainage Area to be Treated by Practice Catchment Total Area Impervious Percent WQv Precipitation Area Impervious Rv 3 Description Number (Acres) (Acres) (ft ) (in) PSC2 - 1 0.39 0.13 0.33 0.35 495.50 1.00 Bioretention, BR 2 Enter Impervious Area Reduced «WQv after adjusting for by Disconnection of Rooftops 33% 0.35 495 Disconnected Rooftops Enter the portion of the WQv that is not reduced for all practices 3 routed to this practice. ft Soil Information Soil Group C Soil Infiltration Rate 0.20 in/hour Using Underdrains? Yes Calculate the Minimum Filter Area Value Units Notes WQv 495 ft 3 Enter Depth of Soil Media df 2.5 ft 2.5-4 ft Enter Hydraulic Conductivity k 0.5 ft/day Enter Average Height of Ponding hf 0.5 Ift 16 inches max. Enter Filter Time tf 2 days Required Filter Area I Af 413 Ift2 Determine Actual Bio-Retention Area Filter Width 26 ft Filter Length 40 ft Filter Area 1040 ft2 Actual Volume Provided 1248 ft3 Determine Runoff Reduction Is the Bioretention contributing flow to Select Practice another practice? RRv 499 s This is 40%of the storage provided or WQv RRv applied 495 ft whichever is less. Volume Treated 0 ft 3 This is the portion of the WQv that is not reduced in the practice. Volume Directed 0 ft3 This volume is directed another practice Sizing V OK Check to be sure Area provided >Af Bioretention Worksheet (For use on HSG C or D Soils with underdrains) Af=WQv*(df)/[k*(hf+df)(tf)] Af Required Surface Area (ft2) The hydraulic conductivity[ft/day], can be varied WQv Water Quality Volume(ft3) depending on the properties of the soil media.Some reported conductivity values are: Sand -3.5 ft/day df Depth of the Soil Medium (feet) k (City of Austin 1988);Peat -2.0 ft/day(Galli 1990); hf Average height of water above the planter bed Leaf Compost -8.7 ft/day(Claytor and Schueler, tf Volume Through the Filter Media (days) 1996);Bioretention Soil (0.5 ft/day (Claytor& Schueler,1996) Design Point:1 2 Enter Site Data For Drainage Area to be Treated by Practice Catchment Total Area Impervious Percent WQv Precipitation Area Impervious Rv 3 Description Number (Acres) (Acres) (ft ) (in) PSC3 - 2 0.19 0.05 0.26 0.29 197.84 1.00 Bioretention, BR 3 Enter Impervious Area Reduced «WQv after adjusting for by Disconnection of Rooftops 26% 0.29 198 Disconnected Rooftops Enter the portion of the WQv that is not reduced for all practices 3 routed to this practice. ft Soil Information Soil Group C Soil Infiltration Rate 0.20 in/hour Using Underdrains? Yes Calculate the Minimum Filter Area Value Units Notes WQv 198 ft 3 Enter Depth of Soil Media df 2.5 ft 2.5-4 ft Enter Hydraulic Conductivity k 0.5 ft/day Enter Average Height of Ponding hf 0.5 Ift 16 inches max. Enter Filter Time tf 2 days Required Filter Area I Af 165 Ift2 Determine Actual Bio-Retention Area Filter Width 15 ft Filter Length 30 ft Filter Area 450 ft2 Actual Volume Provided 540 ft3 Determine Runoff Reduction Is the Bioretention contributing flow to Select Practice another practice? RRv 216 s This is 40%of the storage provided or WQv RRv applied 198 ft whichever is less. Volume Treated 0 ft 3 This is the portion of the WQv that is not reduced in the practice. Volume Directed 0 ft3 This volume is directed another practice Sizing V OK Check to be sure Area provided >Af Bioretention Worksheet (For use on HSG C or D Soils with underdrains) Af=WQv*(df)/[k*(hf+df)(tf)] Af Required Surface Area (ft2) The hydraulic conductivity[ft/day], can be varied WQv Water Quality Volume(ft3) depending on the properties of the soil media.Some reported conductivity values are: Sand -3.5 ft/day df Depth of the Soil Medium (feet) k (City of Austin 1988);Peat -2.0 ft/day(Galli 1990); hf Average height of water above the planter bed Leaf Compost -8.7 ft/day(Claytor and Schueler, tf Volume Through the Filter Media (days) 1996);Bioretention Soil (0.5 ft/day (Claytor& Design Point:1 2 Enter Site Data For Drainage Area to be Treated by Practice Catchment Total Area Impervious Percent WQv Precipitation Area Impervious Rv 3 Description Number (Acres) (Acres) (ft ) (in) PSC 6- 3 0.28 0.09 0.32 0.34 344.85 1.00 Bioretention, BR 6 Enter Impervious Area Reduced «WQv after adjusting for by Disconnection of Rooftops 32% 0.34 345 Disconnected Rooftops Enter the portion of the WQv that is not reduced for all practices 3 routed to this practice. ft Soil Information Soil Group C Soil Infiltration Rate 0.20 in/hour Using Underdrains? Yes Calculate the Minimum Filter Area Value Units Notes WQv 345 ft 3 Enter Depth of Soil Media df 2.5 ft 2.5-4 ft Enter Hydraulic Conductivity k 0.5 ft/day Enter Average Height of Ponding hf 0.5 Ift 16 inches max. Enter Filter Time tf 2 days Required Filter Area I Af 287 Ift2 Determine Actual Bio-Retention Area Filter Width 9 ft Filter Length 80 ft Filter Area 720 ft2 Actual Volume Provided 864 ft3 Determine Runoff Reduction Is the Bioretention contributing flow to Select Practice another practice? RRv 346 s This is 40%of the storage provided or WQv RRv applied 345 ft whichever is less. Volume Treated 0 ft 3 This is the portion of the WQv that is not reduced in the practice. Volume Directed 0 ft3 This volume is directed another practice Sizing V OK Check to be sure Area provided >Af Bioretention Worksheet (For use on HSG C or D Soils with underdrains) Af=WQv*(df)/[k*(hf+df)(tf)] Af Required Surface Area (ft2) The hydraulic conductivity[ft/day], can be varied WQv Water Quality Volume(ft3) depending on the properties of the soil media.Some reported conductivity values are: Sand -3.5 ft/day df Depth of the Soil Medium (feet) k (City of Austin 1988);Peat -2.0 ft/day(Galli 1990); hf Average height of water above the planter bed Leaf Compost -8.7 ft/day(Claytor and Schueler, tf Volume Through the Filter Media (days) 1996);Bioretention Soil (0.5 ft/day (Claytor& Design Point:1 2 Enter Site Data For Drainage Area to be Treated by Practice Catchment Total Area Impervious Percent WQv Precipitation Area Impervious Rv 3 Description Number (Acres) (Acres) (ft ) (in) PSC 7A- 6 0.13 0.05 0.38 0.40 186.95 1.00 Bioretention, BR 7 Enter Impervious Area Reduced «WQv after adjusting for by Disconnection of Rooftops 38% 0.40 187 Disconnected Rooftops Enter the portion of the WQv that is not reduced for all practices 3 routed to this practice. ft Soil Information Soil Group C Soil Infiltration Rate 0.20 in/hour Using Underdrains? Yes Calculate the Minimum Filter Area Value Units Notes WQv 187 ft 3 Enter Depth of Soil Media df 2.5 ft 2.5-4 ft Enter Hydraulic Conductivity k 0.5 ft/day Enter Average Height of Ponding hf 0.5 Ift 16 inches max. Enter Filter Time tf 2 days Required Filter Area I Af 156 Ift2 Determine Actual Bio-Retention Area Filter Width 15 ft Filter Length 30 ft Filter Area 450 ft2 Actual Volume Provided 540 ft3 Determine Runoff Reduction Is the Bioretention contributing flow to Select Practice another practice? RRv 216 s This is 40%of the storage provided or WQv RRv applied 187 ft whichever is less. Volume Treated 0 ft 3 This is the portion of the WQv that is not reduced in the practice. Volume Directed 0 ft3 This volume is directed another practice Sizing V OK Check to be sure Area provided >Af Dry Swale Worksheet Design Point: 2 Enter Site Data For Drainage Area to be Treated by Practice Catchment Total Area Impervious Percent WQv Precipitation Area Impervious Rv 3 Description Number (Acres) (Acres) % (ft ) (in) 5 0.14 0.07 0.50 0.50 254.10 1.00 PSC 8- DrySwale Enter Impervious Area Reduced «WQv after adjusting for by Disconnection of Rooftops 50% 0.50 254 Disconnected Rooftops Pretreatment Provided Pretreatment Technique Pretreatment (10%of WQv) 25 ft 3 Calculate Available Storage Capacity Bottom Width 4 ft Design with a bottom width no greater than eight feet to avoid potential gullying and channel braiding, but no less than two feet Side Slope Channels shall be designed with moderate side slopes (flatter (X:1) 4 Okay than 3:1)for most conditions. 2:1 is the absolute maximum side slope Longitudinal Slope 2% Okay Maximum longitudinal slope shall be 4% Maximum ponding depth of one foot at the mid-point of the Flow Depth 1 ft channel, and a maximum depth of 18"at the end point of the channel(for storage of the WQv) Top Width 12 ft Tw Area 8.00 sf Minimum Length 29 ft Actual Length 156 ft B End Point A maximum depth of 18"at the end point of the channel(for Depth check 0.50 Okay storage of the WQv) Storage 1,273 ft3 Capacity Soil Group (HSG) C Runoff Reduction Is the Dry Swale contributing flow to another No Select Practice practice? 3 Runnoff Reduction equals 40%in HSG A and B and 20%in HSG C RRv 254 ft and D up to the WQv Volume 0 ft 3 This is the difference between the WQv calculated and the runoff Treated reduction achieved in the swale Volume 0 ft3 This volume is directed another practice Directed Volume d Okay Check to be sure that channel is long enough to store WQv APPENDIX 2 HYDRAULIC MODELING DATA 191Page UP 1 UP 2 Upland atershed 1 land Watershed 2 �ESC 2 Existing Subcatchment DP 2 2 Design Point Summation 2 ESC 1 fisting Subcatchment 1 DP 1 Design Point Summation 1 Subcat Reach on Link Routing Diagram for Pinney_Existing Prepared by f enter your company name here}, Printed 6/30/2016 HydroCADOO 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Pinney - 1 Yr Rain Event - Existing Pinney_Existing Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 5.827 30 Brush, Good, HSG A (ESC 1, ESC 2) 1.271 48 Brush, Good, HSG B (ESC 2) 34.825 65 Brush, Good, HSG C (ESC 1, ESC 2, UP 1, UP 2) 0.082 98 Paved parking & roofs (ESC 1, ESC 2) 42.006 60 TOTAL AREA Pinney - 1 Yr Rain Event - Existing Pinney_Existing Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 5.827 HSG A ESC 1, ESC 2 1.271 HSG B ESC 2 34.825 HSG C ESC 1, ESC 2, UP 1, UP 2 0.000 HSG D 0.082 Other ESC 1, ESC 2 42.006 TOTAL AREA Pinney - 1 Yr Rain Event - Existing Pinney_Existing Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 5.827 1.271 34.825 0.000 0.000 41.924 Brush, Good ESC 1, ESC 2, UP 1, UP 2 0.000 0.000 0.000 0.000 0.082 0.082 Paved parking & roofs ESC 1, ESC 2 5.827 1.271 34.825 0.000 0.082 42.006 TOTAL AREA Pinney - 1 Yr Rain Event - Existing Pinney_Existing TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 5 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment ESC 1: Existing Runoff Area=483,408 sf 0.43% Impervious Runoff Depth>0.02" Flow Length=1,275' Tc=32.4 min CN=57 Runoff=0.03 cfs 0.017 of Subcatchment ESC 2: Existing Runoff Area=1,087,798 sf 0.14% Impervious Runoff Depth>0.04" Flow Length=1,657' Tc=25.6 min CN=60 Runoff=0.19 cfs 0.090 of Subcatchment UP 1: Upland Watershed 1 Runoff Area=187,023 sf 0.00% Impervious Runoff Depth>0.11" Flow Length=557' Tc=15.0 min CN=65 Runoff=0.23 cfs 0.039 of Subcatchment UP 2: Upland Watershed 2 Runoff Area=71,533 sf 0.00% Impervious Runoff Depth>0.11" Flow Length=410' Slope=0.0300 '/' Tc=14.5 min CN=65 Runoff=0.09 cfs 0.015 of Reach DP 1: Design Point Summation 1 Inflow=0.03 cfs 0.017 of Outflow=0.03 cfs 0.017 of Reach DP 2: Design Point Summation 2 Inflow=0.32 cfs 0.144 of Outflow=0.32 cfs 0.144 of Total Runoff Area = 42.006 ac Runoff Volume = 0.161 of Average Runoff Depth = 0.05" 99.80% Pervious =41.924 ac 0.20%Impervious = 0.082 ac Pinney - 1 Yr Rain Event - Existing Pinney_Existing TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment ESC 1: Existing Subcatchment 1 Runoff = 0.03 cfs @ 15.79 hrs, Volume= 0.017 af, Depth> 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=2.00" Area (sf) CN Description 112,111 30 Brush, Good, HSG A 369,232 65 Brush, Good, HSG C 2,065 98 Paved parking & roofs 483,408 57 Weighted Average 481,343 99.57% Pervious Area 2,065 0.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.5 100 0.0100 0.08 Sheet Flow, First 100' Flowpath Grass: Dense n= 0.240 P2= 2.70" 11.9 1,175 0.0120 1.64 Shallow Concentrated Flow, Balance of Flow to Channel Grassed Waterway Kv= 15.0 fps 32.4 1,275 Total Subcatchment ESC 1: Existing Subcatchment 1 Hydrograph 0.038 0.036- 0.03 cfs @ 15.79 hrs —Runoff 0.034 0.032= Runoff=0.03 cfs @ 15.79 hrs 0.03- TYPE II 24-HR 0.028= 0.026 Rainfall=2.00" 0.024= Runoff Area-483,408 sf N 0.022 Runoff Volume-0.017 of 0.02- 0 0.018 Runoff Depth>0.02" LL 0.016= Flow Length-1,275' 0.014 0.012- Tc=32.4 min 0.01 - CN=57 0.008- 0.006- 0.004= 0.002 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 2,0 Time (hours) Pinney - 1 Yr Rain Event - Existing Pinney_Existing TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment ESC 2: Existing Subcatchment 2 Runoff = 0.19 cfs @ 13.31 hrs, Volume= 0.090 af, Depth> 0.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=2.00" Area (sf) CN Description 141,720 30 Brush, Good, HSG A 55,371 48 Brush, Good, HSG B 889,202 65 Brush, Good, HSG C 1,505 98 Paved parking & roofs 1,087,798 60 Weighted Average 1,086,293 99.86% Pervious Area 1,505 0.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.4 100 0.0150 0.10 Sheet Flow, First 100' Flowpath Grass: Dense n= 0.240 P2= 2.70" 6.6 957 0.0260 2.42 Shallow Concentrated Flow, Balance of Flow to Channel Grassed Waterway Kv= 15.0 fps 1.6 600 0.0100 6.22 124.39 Trap/Vee/Rect Channel Flow, Balance of Longest Flowpath Bot.W=4.00' D=2.00' Z= 3.0 '/' Top.W=16.00' n= 0.027 25.6 1,657 Total Pinney - 1 Yr Rain Event - Existing Pinney_Existing TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 8 Subcatchment ESC 2: Existing Subcatchment 2 Hydrograph 0.2 ---- 0.19 0.19 cfs @ 13.31 hrs —Runoff 01 o,r 7 Runoff-0.19 cfs @ 13.31 hrs 0.16 - TYPE II 24-HR 0.15 0.14 Rainfall-2.00" 0.13 - Runoff Area-1,087,798 sf 01 0.1 1 Runoff Volume-0.090 of - 0., Runoff Depth>0.04" LL 0 .08 Flow Length_1,657 - - 0.07zTc-25.6 min - - - - - - - - --- - - - - 0.05 CN-60 0.04 0.03 0.02 0.01 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 1 Yr Rain Event - Existing Pinney_Existing TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment UP 1: Upland Watershed 1 Runoff = 0.23 cfs @ 12.16 hrs, Volume= 0.039 af, Depth> 0.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=2.00" Area (sf) CN Description 187,023 65 Brush, Good, HSG C 187,023 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 100 0.0360 0.14 Sheet Flow, First 100' Flowpath Grass: Dense n= 0.240 P2= 2.70" 2.7 457 0.0350 2.81 Shallow Concentrated Flow, Balance of Longest Flowpath Grassed Waterway Kv= 15.0 fps 15.0 557 Total Subcatchment UP 1: Upland Watershed 1 Hydrograph 0.25 0.24 0.23 cfs @ 12.16 hrs -Runoff 0.23 0.22 Runoff=0.23 cfs @ 12.16 hrs 0.21 0.2 TYPE II 24-HR 0.18 Rainfall-2.00" 0.17: 0.16 Runoff Area-187,023 sf 0.15 0.14 Runoff Volume-0.039 of 0 0.12 Runoff Depth>0.11" LL 0 0.; Flow Length-557' 0.09 Tc=15.0 min 0.08 0.07 CN-65 0.06 0.05 0.04 0.03 0.02 0.01 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 2,0 Time (hours) Pinney - 1 Yr Rain Event - Existing Pinney_Existing TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment UP 2: Upland Watershed 2 Runoff = 0.09 cfs @ 12.16 hrs, Volume= 0.015 af, Depth> 0.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=2.00" Area (sf) CN Description 71,533 65 Brush, Good, HSG C 71,533 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.9 155 0.0300 0.20 Sheet Flow, First 100' Flowpath Grass: Short n= 0.150 P2= 2.70" 1.6 255 0.0300 2.60 Shallow Concentrated Flow, Balance of Longest Flowpath Grassed Waterway Kv= 15.0 fps 14.5 410 Total Subcatchment UP 2: Upland Watershed 2 Hydrograph 0.1 0.095 0.09 cfs @ 12.16 hrs —Runoff 0.09 0.085- Runoff=0.09 cfs @ 12.16 hrs 0.08 TYPE II 24-HR 0.075 0.07 Rainfall-2.00" 0.065 Runoff Area-71,533 sf 0.0s 0.055 Runoff Volume-0.015 of 3 0.05 Runoff Depth>0.11" LL 0.045 0.04 Flow Length=410' 0003 Slope=0.0300 '/' 0.025 TC-14.5 min 0.02 CN=65 0.015 0.01 0.005 0 6 6 7 8 9 10 11 12 13 14 1,5 16 1,7 18 19 20 Time (hours) Pinney - 1 Yr Rain Event - Existing Pinney_Existing TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 11 Summary for Reach DP 1: Design Point Summation 1 Inflow Area = 11.098 ac, 0.43% Impervious, Inflow Depth > 0.02" Inflow = 0.03 cfs @ 15.79 hrs, Volume= 0.017 of Outflow = 0.03 cfs @ 15.79 hrs, Volume= 0.017 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach DP 1: Design Point Summation 1 Hydrograph 0.038- 0.036 0.03 cfs @ 15.79 hrs _Inflow 0.034- Outflow 0.032 Inflow Area=11.098 ac 0.03= Inflow=0.03 cfs @ 15.79 hrs 0.028 Outflow=0.03 cfs @ 15.79 hrs 0.026- 0.024 y 0.022= 0.02 0 0.018 LL 0.016 0.014- 0.012 0.01- 0.008 0.006- 0.004 0.002 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 1 Yr Rain Event - Existing Pinney_Existing TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 12 Summary for Reach DP 2: Design Point Summation 2 Inflow Area = 30.908 ac, 0.11% Impervious, Inflow Depth > 0.06" Inflow = 0.32 cfs @ 12.16 hrs, Volume= 0.144 of Outflow = 0.32 cfs @ 12.16 hrs, Volume= 0.144 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach DP 2: Design Point Summation 2 Hydrograph 0.36 0.34 0.32 cfs @ 12.16 hrs Inflow 0.32 —Outflow 0.3 Inflow Area=30.908 ac 0.28 flow=0.32 cfs @ 12.16 hrs 0.26 Out ow=0.32 cfs @ 12.16 hrs 0.24- 0.22 y 0.2 3 0.18 0 M 0.16- 0.14- 0.12 0.1 0.08 0.06 0.04 0.02 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Existing Pinney_Existing Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 1 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 5.827 30 Brush, Good, HSG A (ESC 1, ESC 2) 1.271 48 Brush, Good, HSG B (ESC 2) 34.825 65 Brush, Good, HSG C (ESC 1, ESC 2, UP 1, UP 2) 0.082 98 Paved parking & roofs (ESC 1, ESC 2) 42.006 60 TOTAL AREA Pinney - 10 Yr Rain Event - Existing Pinney_Existing Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 2 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 5.827 HSG A ESC 1, ESC 2 1.271 HSG B ESC 2 34.825 HSG C ESC 1, ESC 2, UP 1, UP 2 0.000 HSG D 0.082 Other ESC 1, ESC 2 42.006 TOTAL AREA Pinney - 10 Yr Rain Event - Existing Pinney_Existing Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 3 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 5.827 1.271 34.825 0.000 0.000 41.924 Brush, Good ESC 1, ESC 2, UP 1, UP 2 0.000 0.000 0.000 0.000 0.082 0.082 Paved parking & roofs ESC 1, ESC 2 5.827 1.271 34.825 0.000 0.082 42.006 TOTAL AREA Pinney - 10 Yr Rain Event - Existing Pinney_Existing TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 4 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment ESC 1: Existing Runoff Area=483,408 sf 0.43% Impervious Runoff Depth>0.31" Flow Length=1,275' Tc=32.4 min CN=57 Runoff=1.86 cfs 0.291 of Subcatchment ESC 2: Existing Runoff Area=1,087,798 sf 0.14% Impervious Runoff Depth>0.42" Flow Length=1,657' Tc=25.6 min CN=60 Runoff=7.70 cfs 0.866 of Subcatchment UP 1: Upland Watershed 1 Runoff Area=187,023 sf 0.00% Impervious Runoff Depth>0.61" Flow Length=557' Tc=15.0 min CN=65 Runoff=3.29 cfs 0.220 of Subcatchment UP 2: Upland Watershed 2 Runoff Area=71,533 sf 0.00% Impervious Runoff Depth>0.61" Flow Length=410' Slope=0.0300 '/' Tc=14.5 min CN=65 Runoff=1.28 cfs 0.084 of Reach DP 1: Design Point Summation 1 Inflow=1.86 cfs 0.291 of Outflow=1.86 cfs 0.291 of Reach DP 2: Design Point Summation 2 Inflow=10.49 cfs 1.169 of Outflow=10.49 cfs 1.169 of Total Runoff Area = 42.006 ac Runoff Volume = 1.460 of Average Runoff Depth = 0.42" 99.80% Pervious =41.924 ac 0.20%Impervious = 0.082 ac Pinney - 10 Yr Rain Event - Existing Pinney_Existing TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment ESC 1: Existing Subcatchment 1 Runoff = 1.86 cfs @ 12.39 hrs, Volume= 0.291 af, Depth> 0.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=3.40" Area (sf) CN Description 112,111 30 Brush, Good, HSG A 369,232 65 Brush, Good, HSG C 2,065 98 Paved parking & roofs 483,408 57 Weighted Average 481,343 99.57% Pervious Area 2,065 0.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.5 100 0.0100 0.08 Sheet Flow, First 100' Flowpath Grass: Dense n= 0.240 P2= 2.70" 11.9 1,175 0.0120 1.64 Shallow Concentrated Flow, Balance of Flow to Channel Grassed Waterway Kv= 15.0 fps 32.4 1,275 Total Subcatchment ESC 1: Existing Subcatchment 1 Hydrograph 2 —Runoff 1.86 cfs @ 12.39 hrs - Runoff=1.86 cfs @ 12.39 hrs TYPE II 24-HR Rainfall-3.40" Runoff Area-483,408 sf Runoff Volume-0.291 of 0 1 Runoff Depth>0.31" U- Flow Length=1,275' Tc=32.4 m i n CN=57 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Existing Pinney_Existing TYPE 1124-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment ESC 2: Existing Subcatchment 2 Runoff = 7.70 cfs @ 12.26 hrs, Volume= 0.866 af, Depth> 0.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=3.40" Area (sf) CN Description 141,720 30 Brush, Good, HSG A 55,371 48 Brush, Good, HSG B 889,202 65 Brush, Good, HSG C 1,505 98 Paved parking & roofs 1,087,798 60 Weighted Average 1,086,293 99.86% Pervious Area 1,505 0.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.4 100 0.0150 0.10 Sheet Flow, First 100' Flowpath Grass: Dense n= 0.240 P2= 2.70" 6.6 957 0.0260 2.42 Shallow Concentrated Flow, Balance of Flow to Channel Grassed Waterway Kv= 15.0 fps 1.6 600 0.0100 6.22 124.39 Trap/Vee/Rect Channel Flow, Balance of Longest Flowpath Bot.W=4.00' D=2.00' Z= 3.0 '/' Top.W=16.00' n= 0.027 25.6 1,657 Total Pinney - 10 Yr Rain Event - Existing Pinney_Existing TYPE //24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 7 Subcatchment ESC 2: Existing Subcatchment 2 Hydrograph g 7.70 cfs @ 12.26 hrs —Runoff Runoff=7.70 cfs @ 12.26 hrs 7 TYPE II 24-HR 6 Rainfall-3.40" Runoff Area-1,087,798 sf 5-Runoff Volume-0.866 of 4 - - - - - - - - - Runoff Depth>0.42" LL Flow Length-1,657' 3 Tc-25.6 min 2- CN=60_ 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Existing Pinney_Existing TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment UP 1: Upland Watershed 1 Runoff = 3.29 cfs @ 12.10 hrs, Volume= 0.220 af, Depth> 0.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=3.40" Area (sf) CN Description 187,023 65 Brush, Good, HSG C 187,023 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 100 0.0360 0.14 Sheet Flow, First 100' Flowpath Grass: Dense n= 0.240 P2= 2.70" 2.7 457 0.0350 2.81 Shallow Concentrated Flow, Balance of Longest Flowpath Grassed Waterway Kv= 15.0 fps 15.0 557 Total Subcatchment UP 1: Upland Watershed 1 Hydrograph 3.29 cfs @ 12.10 hrs —Runoff 3- Runoff=3.29 cfs @ 12.10 hrs TYPE II 24-HR Rainfall-3.40" Runoff Area-187,023 sf 2 Runoff Volume-0.220 of Runoff Depth>0.61" LL Flow Length-557' Tc=15.0 min 1- CN=65 0-.1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Existing Pinney_Existing TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment UP 2: Upland Watershed 2 Runoff = 1.28 cfs @ 12.09 hrs, Volume= 0.084 af, Depth> 0.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=3.40" Area (sf) CN Description 71,533 65 Brush, Good, HSG C 71,533 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.9 155 0.0300 0.20 Sheet Flow, First 100' Flowpath Grass: Short n= 0.150 P2= 2.70" 1.6 255 0.0300 2.60 Shallow Concentrated Flow, Balance of Longest Flowpath Grassed Waterway Kv= 15.0 fps 14.5 410 Total Subcatchment UP 2: Upland Watershed 2 Hydrograph 1.28 cfs @ 12.09 hrs —Runoff Runoff=1.28 cfs @ 12.09 hrs TYPE II 24-HR 1- Rainfall-3.40" Runoff Area-71,533 sf Runoff Volume-0.084 of Runoff Depth>0.61" LL Flow Length=410' Slope=0.0300 '/' Tc=14.5 min CN=65 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Existing Pinney_Existing TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 10 Summary for Reach DP 1: Design Point Summation 1 Inflow Area = 11.098 ac, 0.43% Impervious, Inflow Depth > 0.31" Inflow = 1.86 cfs @ 12.39 hrs, Volume= 0.291 of Outflow = 1.86 cfs @ 12.39 hrs, Volume= 0.291 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach DP 1: Design Point Summation 1 Hydrograph 2 _Inflow 1.86 cfs @ 12.39 hrs Outflow Inflow Area=11.098 ac Inflow=1.86 cfs @ 12.39 hrs Outflow=1.86 cfs @ 12.39 hrs ,- LL 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Existing Pinney_Existing TYPE 1124-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 11 Summary for Reach DP 2: Design Point Summation 2 Inflow Area = 30.908 ac, 0.11% Impervious, Inflow Depth > 0.45" Inflow = 10.49 cfs @ 12.19 hrs, Volume= 1.169 of Outflow = 10.49 cfs @ 12.19 hrs, Volume= 1.169 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach DP 2: Design Point Summation 2 Hydrograph 11 10.49 cfs @ 12.19 hrs _Inflow Outflow 10_ Inflow Area=30.908 ac 9 Inflow=10.49 cfs @ 12.19 hrs $ Outflow=10.49 cfs @ 12.19 hrs 7 v s 3 0 LL 5- 4- 3- - - - - - - 2- 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Existing Pinney_Existing Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 5.827 30 Brush, Good, HSG A (ESC 1, ESC 2) 1.271 48 Brush, Good, HSG B (ESC 2) 34.825 65 Brush, Good, HSG C (ESC 1, ESC 2, UP 1, UP 2) 0.082 98 Paved parking & roofs (ESC 1, ESC 2) 42.006 60 TOTAL AREA Pinney - 100 Yr Rain Event - Existing Pinney_Existing Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 5.827 HSG A ESC 1, ESC 2 1.271 HSG B ESC 2 34.825 HSG C ESC 1, ESC 2, UP 1, UP 2 0.000 HSG D 0.082 Other ESC 1, ESC 2 42.006 TOTAL AREA Pinney - 100 Yr Rain Event - Existing Pinney_Existing Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 5.827 1.271 34.825 0.000 0.000 41.924 Brush, Good ESC 1, ESC 2, UP 1, UP 2 0.000 0.000 0.000 0.000 0.082 0.082 Paved parking & roofs ESC 1, ESC 2 5.827 1.271 34.825 0.000 0.082 42.006 TOTAL AREA Pinney - 100 Yr Rain Event - Existing Pinney_Existing TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 5 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment ESC 1: Existing Runoff Area=483,408 sf 0.43% Impervious Runoff Depth>1.40" Flow Length=1,275' Tc=32.4 min CN=57 Runoff=12.78 cfs 1.294 of Subcatchment ESC 2: Existing Runoff Area=1,087,798 sf 0.14% Impervious Runoff Depth>1.63" Flow Length=1,657' Tc=25.6 min CN=60 Runoff=40.52 cfs 3.387 of Subcatchment UP 1: Upland Watershed 1 Runoff Area=187,023 sf 0.00% Impervious Runoff Depth>2.03" Flow Length=557' Tc=15.0 min CN=65 Runoff=12.13 cfs 0.727 of Subcatchment UP 2: Upland Watershed 2 Runoff Area=71,533 sf 0.00% Impervious Runoff Depth>2.03" Flow Length=410' Slope=0.0300 '/' Tc=14.5 min CN=65 Runoff=4.73 cfs 0.278 of Reach DP 1: Design Point Summation 1 Inflow=12.78 cfs 1.294 of Outflow=12.78 cfs 1.294 of Reach DP 2: Design Point Summation 2 Inflow=52.19 cfs 4.392 of Outflow=52.19 cfs 4.392 of Total Runoff Area = 42.006 ac Runoff Volume = 5.685 of Average Runoff Depth = 1.62" 99.80% Pervious =41.924 ac 0.20%Impervious = 0.082 ac Pinney - 100 Yr Rain Event - Existing Pinney_Existing TYPE 1124-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment ESC 1 : Existing Subcatchment 1 Runoff = 12.78 cfs @ 12.31 hrs, Volume= 1.294 af, Depth> 1.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=5.85" Area (sf) CN Description 112,111 30 Brush, Good, HSG A 369,232 65 Brush, Good, HSG C 2,065 98 Paved parking & roofs 483,408 57 Weighted Average 481,343 99.57% Pervious Area 2,065 0.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.5 100 0.0100 0.08 Sheet Flow, First 100' Flowpath Grass: Dense n= 0.240 P2= 2.70" 11.9 1,175 0.0120 1.64 Shallow Concentrated Flow, Balance of Flow to Channel Grassed Waterway Kv= 15.0 fps 32.4 1,275 Total Subcatchment ESC 1: Existing Subcatchment 1 Hydrograph 14 - 12.78 cfs @ 12.31 hrs —Runoff 13 12- Runoff=12.78 cfs @ 12.31 hrs 11_ - - - - - - - TYPE II 24-HR 10 Rainfall=5.85" 9 Runoff Area=483,408 sf V 8-Runoff Volume=1.294 of 3 7 0 Runoff DepthA.40" LL 6- Flow Length=1,275' 5_ - - - - - - - - - - - - - - - Tc=32.4 min a= CN=57 3 2 1 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Existing Pinney_Existing TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment ESC 2: Existing Subcatchment 2 Runoff = 40.52 cfs @ 12.21 hrs, Volume= 3.387 af, Depth> 1.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=5.85" Area (sf) CN Description 141,720 30 Brush, Good, HSG A 55,371 48 Brush, Good, HSG B 889,202 65 Brush, Good, HSG C 1,505 98 Paved parking & roofs 1,087,798 60 Weighted Average 1,086,293 99.86% Pervious Area 1,505 0.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.4 100 0.0150 0.10 Sheet Flow, First 100' Flowpath Grass: Dense n= 0.240 P2= 2.70" 6.6 957 0.0260 2.42 Shallow Concentrated Flow, Balance of Flow to Channel Grassed Waterway Kv= 15.0 fps 1.6 600 0.0100 6.22 124.39 Trap/Vee/Rect Channel Flow, Balance of Longest Flowpath Bot.W=4.00' D=2.00' Z= 3.0 '/' Top.W=16.00' n= 0.027 25.6 1,657 Total Pinney - 100 Yr Rain Event - Existing Pinney_Existing TYPE 1124-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 8 Subcatchment ESC 2: Existing Subcatchment 2 Hydrograph 44- 4P 40.52 cfs @ 12.21 hrs - - —Runoff 40 - - - - - - - - - 38- Runoff-40.52 cfs @ 12.21-hrs 36- TYPE II 24-HR 34- 32_ Rainfall-5.85" 28 Runoff Area-1,087,798 sf w 26_ Runoff Volume-3.387 of 2a 0 22 Runoff DepthA.63" lL 20 18 Flow Length-1,657' 16 Tc-25.6 min 14 12_ CN-60 10 - - - - - - - - - - - - - - - - - - - - ------- 8 - ------ 6 - - - 4- - - - - --- 2- 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Existing Pinney_Existing TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment UP 1: Upland Watershed 1 Runoff = 12.13 cfs @ 12.08 hrs, Volume= 0.727 af, Depth> 2.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=5.85" Area (sf) CN Description 187,023 65 Brush, Good, HSG C 187,023 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 100 0.0360 0.14 Sheet Flow, First 100' Flowpath Grass: Dense n= 0.240 P2= 2.70" 2.7 457 0.0350 2.81 Shallow Concentrated Flow, Balance of Longest Flowpath Grassed Waterway Kv= 15.0 fps 15.0 557 Total Subcatchment UP 1: Upland Watershed 1 Hydrograph 13 —Runoff 12.13 cfs @ 12.08 Lrsj 12- Runoff=12.13 cfs @ 12.08 hrs 11 _ TYPE II 24-HR 10 Rainfall=5.85" 9 8 Runoff Area=187,023 sf Runoff Volume=0.727 of Runoff Depth>2.03" LL 6: - Flow Length=557' 5 Tc=15.0 min 4 CN=65 3- 2 1- 0 5 6 7 8 9 10 1,1 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Existing Pinney_Existing TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment UP 2: Upland Watershed 2 Runoff = 4.73 cfs @ 12.07 hrs, Volume= 0.278 af, Depth> 2.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=5.85" Area (sf) CN Description 71,533 65 Brush, Good, HSG C 71,533 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.9 155 0.0300 0.20 Sheet Flow, First 100' Flowpath Grass: Short n= 0.150 P2= 2.70" 1.6 255 0.0300 2.60 Shallow Concentrated Flow, Balance of Longest Flowpath Grassed Waterway Kv= 15.0 fps 14.5 410 Total Subcatchment UP 2: Upland Watershed 2 Hydrograph 5 4.73 cfs @ 12.07 hrs —Runoff Runoff=4.73 cfs @ 12.07 hrs 4 TYPE II 24-HR Rainfall=5.85" Runoff Area=71,533 sf cj� 3-Runoff Volume=0.278 of Runoff Depth>2.03" LL 2_ Flow Length=410' Slope=0.0300 '/' Tc=14.5 min 1 CN=65 0-. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Existing Pinney_Existing TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 11 Summary for Reach DP 1: Design Point Summation 1 Inflow Area = 11.098 ac, 0.43% Impervious, Inflow Depth > 1.40" Inflow = 12.78 cfs @ 12.31 hrs, Volume= 1.294 of Outflow = 12.78 cfs @ 12.31 hrs, Volume= 1.294 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach DP 1: Design Point Summation 1 Hydrograph 14- 12.78 cfs @ 12.31 hrs _Inflow 13- Outflow 12 Inflow Area=11.098 ac 11- Inflow=12.78 cfs @ 12.31 hrs 10- Outflow=12.78 cfs @ 12.31 hrs 9 �+ 8- 3 7- 0 LL 6-' 5- 4 3- 2- 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Existing Pinney_Existing TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 12 Summary for Reach DP 2: Design Point Summation 2 Inflow Area = 30.908 ac, 0.11% Impervious, Inflow Depth > 1.71" Inflow = 52.19 cfs @ 12.16 hrs, Volume= 4.392 of Outflow = 52.19 cfs @ 12.16 hrs, Volume= 4.392 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach DP 2: Design Point Summation 2 Hydrograph 55_ 52.19 cfs @ 12.16 hrs Inflow —Outflow 50 Inflow Area-30.908 ac 45- Inflow-52.19 cfs @ 12.16 hrs 40= Outflow-52.19 cfs @ 12.16 hrs 35 y 30 3 - 0 u. 25 20- 15- 10 5 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Se PSC 5 Sediment Trap R Proposed Bioretenti n Area 5 Subcatchment 5 PSC 4 PSC 1 Proposed R 1 OSC 2 Subcatchment 4 Proposed Subcatchment 1 R 4 Bioretention Area 1 Off-Site Subcatch nt 2 Bior ention Area 4 OSC 4 DS Off-Site Subcatchment 4 DP 1 Diversion Swale Design Point Summation 1 SubCat Reach on Link Routing Diagram for Pinney_Proposed_DP1 Prepared by f enter your company name here}, Printed 6/30/2016 HydroCADS 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Pinney - 1 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.856 74 >75% Grass cover, Good, HSG C (PSC 1, PSC 4, PSC 5) 2.633 30 Brush, Good, HSG A (OSC 4) 7.201 65 Brush, Good, HSG C (OSC 2, OSC 4, PSC 1) 0.364 98 Paved parking & roofs (PSC 1, PSC 4, PSC 5) 0.047 98 Unconnected roofs, HSG A (OSC 4) 11.101 59 TOTAL AREA Pinney - 1 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 2.681 HSG A OSC 4 0.000 HSG B 8.056 HSG C OSC 2, OSC 4, PSC 1, PSC 4, PSC 5 0.000 HSG D 0.364 Other PSC 1, PSC 4, PSC 5 11.101 TOTAL AREA Pinney - 1 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.856 0.000 0.000 0.856 >75% Grass cover, Good PSC 1, PSC 4, PSC 5 2.633 0.000 7.201 0.000 0.000 9.834 Brush, Good OSC 2, OSC 4, PSC 1 0.000 0.000 0.000 0.000 0.364 0.364 Paved parking & roofs PSC 1, PSC 4, PSC 5 0.047 0.000 0.000 0.000 0.000 0.047 Unconnected roofs OSC 4 2.681 0.000 8.056 0.000 0.364 11.101 TOTAL AREA Pinney - 1 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 5 Pipe Listing (all nodes) Line# Node In-Invert Out-Invert Length Slope n Diam/Width Height Inside-Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 BR 1 1.00 0.50 197.0 0.0025 0.013 4.0 0.0 0.0 2 BR 4 2.75 2.50 157.0 0.0016 0.013 4.0 0.0 0.0 3 BR 5 1.00 0.50 219.0 0.0023 0.013 4.0 0.0 0.0 Pinney - 1 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 6 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment OSC 2: Off-Site Runoff Area=14,274 sf 0.00% Impervious Runoff Depth>0.11" Flow Length=220' Tc=10.4 min CN=65 Runoff=0.02 cfs 0.003 of Subcatchment OSC 4: Off-Site Runoff Area=403,901 sf 0.51% Impervious Runoff Depth>0.01" Flow Length=1,275' Tc=32.4 min CN=55 Runoff=0.02 cfs 0.006 of Subcatchment PSC 1: Proposed Runoff Area=37,170 sf 16.23% Impervious Runoff Depth>0.33" Flow Length=327' Tc=10.3 min CN=75 Runoff=0.42 cfs 0.024 of Subcatchment PSC 4: Proposed Runoff Area=17,938 sf 29.06% Impervious Runoff Depth>0.54" Flow Length=327' Tc=10.3 min CN=81 Runoff=0.36 cfs 0.019 of Subcatchment PSC 5: Proposed Runoff Area=10,292 sf 44.84% Impervious Runoff Depth>0.73" Flow Length=83' Tc=2.8 min CN=85 Runoff=0.37 cfs 0.014 of Reach DP 1: Design Point Summation 1 Inflow=0.07 cfs 0.031 of Outflow=0.07 cfs 0.031 of Reach DS: Diversion Swale Avg. Flow Depth=0.04' Max Vet=0.36 fps Inflow=0.02 cfs 0.006 of n=0.030 L=318.0' S=0.0063 '/' Capacity=15.57 cfs Outflow=0.02 cfs 0.005 of Pond BR 1: Bioretention Area 1 Peak Elev=1.21' Storage=494 cf Inflow=0.42 cfs 0.024 of Primary=0.04 cfs 0.013 of Secondary=0.00 cfs 0.000 of Outflow=0.04 cfs 0.013 of Pond BR 4: Bioretention Area 4 Peak Elev=2.86' Storage=688 cf Inflow=0.36 cfs 0.019 of Primary=0.01 cfs 0.003 of Secondary=0.00 cfs 0.000 of Outflow=0.01 cfs 0.003 of Pond BR 5: Bioretention Area 5 Peak Elev=1.17' Storage=348 cf Inflow=0.37 cfs 0.014 of Primary=0.03 cfs 0.007 of Secondary=0.00 cfs 0.000 of Outflow=0.03 cfs 0.007 of Pond Sed: Sediment Trap Peak Elev=0.00' Storage=0 cf Primary=0.00 cfs 0.000 of Total Runoff Area = 11.101 ac Runoff Volume = 0.066 of Average Runoff Depth = 0.07" 96.29% Pervious = 10.690 ac 3.71%Impervious = 0.411 ac Pinney - 1 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment OSC 2: Off-Site Subcatchment 2 Runoff = 0.02 cfs @ 12.09 hrs, Volume= 0.003 af, Depth> 0.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=2.00" Area (sf) CN Description 14,274 65 Brush, Good, HSG C 14,274 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0350 0.20 Sheet Flow, First 100' Flowpath Grass: Short n= 0.150 P2= 2.70" 1.9 120 0.0050 1.06 Shallow Concentrated Flow, Balance of Flow to Channel Grassed Waterway Kv= 15.0 fps 10.4 220 Total Subcatchment OSC 2: Off-Site Subcatchment 2 Hydrograph 0.024 0.023= 0.02 cfs 9 12.09 hrs —Runoff 0.022 0.021- Runoff=0.02 cfs Ca 12.09 hrs 0.02-21 - 0.019_ TYPE II 24-HR 0.018-- 0.017 Rainfall-2.00" 0.016- 0.015- Runoff Area-14,274 sf N 0.013 0.013= Runoff Volume-0.003 of _ 0.012 Runoff Depth>0.11" EO 0.01 Flow Length=220' 0.009 0.008- Tc=10.4 min 0.007 0.0os_ CN=65 0.005 0.004 0.003 0.002- 0.001 0 5 6 7 8 9 10 1,1 12 13 14 15 16 17 18 19 2,0 Time (hours) Pinney - 1 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment OSC 4: Off-Site Subcatchment 4 Runoff = 0.02 cfs @ 18.91 hrs, Volume= 0.006 af, Depth> 0.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=2.00" Area (sf) CN Description 114,714 30 Brush, Good, HSG A 287,122 65 Brush, Good, HSG C 2,065 98 Unconnected roofs, HSG A 403,901 55 Weighted Average 401,836 99.49% Pervious Area 2,065 0.51% Impervious Area 2,065 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.5 100 0.0100 0.08 Sheet Flow, First 100' Flowpath Grass: Dense n= 0.240 P2= 2.70" 11.9 1,175 0.0120 1.64 Shallow Concentrated Flow, Balance of Flow Grassed Waterway Kv= 15.0 fps 32.4 1,275 Total Subcatchment OSC 4: Off-Site Subcatchment 4 Hydrograph 0.018= 0.017 0.02 cfs @ 18.91 hrs —Runoff 0.016- Runoff=0.02 cfs @ 18.91 hrs 0.015- 0.014- TYPE II 24-HR 0.013_ Rainfall=2.00" 0.012 0.01 1 - � Runoff Area=403 901 sf - 0.01 - Runoff Volume=0.006 of 0 0.009 Runoff Depth>0.01" M 0.008 0.007- Flow Length=1,275' 0.006 Tc=32.4 min 0.005_ CN=55 0.004 0.003- 0.002 0.001 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 1 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment PSC 1: Proposed Subcatchment 1 Runoff = 0.42 cfs @ 12.04 hrs, Volume= 0.024 af, Depth> 0.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=2.00" Area (sf) CN Description 6,031 98 Paved parking & roofs 18,864 74 >75% Grass cover, Good, HSG C 12,275 65 Brush, Good, HSG C 37,170 75 Weighted Average 31,139 83.77% Pervious Area 6,031 16.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 100 0.0300 0.18 Sheet Flow, First 100' Flowpath Grass: Short n= 0.150 P2= 2.70" 0.7 70 0.0140 1.77 Shallow Concentrated Flow, Balance of Flow to Channel Grassed Waterway Kv= 15.0 fps 0.5 157 0.0190 5.40 27.00 Trap/Vee/Rect Channel Flow, Balance of Longest Flowpath Bot.W=2.00' D=1.00' Z= 3.0 '/' Top.W=8.00' n= 0.027 10.3 327 Total Subcatchment PSC 1: Proposed Subcatchment 1 Hydrograph 0.46 0.44 0.42 cfs @ 12.04 hrs j -Runoff 0.42 0.4 Runoff=0.42 cfs @ 12.04 hrs 0.38 0.36 TYPE II 24-HR 0.34 0.32 Rainfall=2.00" 0.3 Runoff Area=37,170 sf 0.28 0.26 Runoff Volume=0.024 of 0.24 o 0.22 Runoff Depth>0.33" LLo 18 Flow Length-327' 0.,6 Tc=10.3 min 0.14 0.12 CN=75 0.1 0.08 0.0s 0.04 0.02 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 1 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment PSC 4: Proposed Subcatchment 4 Runoff = 0.36 cfs @ 12.03 hrs, Volume= 0.019 af, Depth> 0.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=2.00" Area (sf) CN Description 5,212 98 Paved parking & roofs 12,726 74 >75% Grass cover, Good, HSG C 17,938 81 Weighted Average 12,726 70.94% Pervious Area 5,212 29.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 100 0.0300 0.18 Sheet Flow, First 100' Flowpath Grass: Short n= 0.150 P2= 2.70" 0.7 70 0.0140 1.77 Shallow Concentrated Flow, Balance of Flow to Channel Grassed Waterway Kv= 15.0 fps 0.5 157 0.0190 5.40 27.00 Trap/Vee/Rect Channel Flow, Balance of Longest Flowpath Bot.W=2.00' D=1.00' Z= 3.0 '/' Top.W=8.00' n= 0.027 10.3 327 Total Subcatchment PSC 4: Proposed Subcatchment 4 Hydrograph 0.4 0.38 0.36 cfs C@ 12.03 hrs -Runoff 0.36 0.34 Runoff=0.36 cfs @ 12.03 hrs 0.32 TYPE II 24-HR 0.3 0.28 Rainfall=2.00" 0.26 Runoff Area=17,938 sf 0.24 0.22 Runoff Volume=0.019 of 0 02 Runoff Depth>0.54" LL 0.18- 0.16 Flow Length=327' 0.14 Tc=10.3 min 0.12 0.1 CN=81 0.0s 0.06 0.04 0.02 0 . . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 1 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment PSC 5: Proposed Subcatchment 5 Runoff = 0.37 cfs @ 11.94 hrs, Volume= 0.014 af, Depth> 0.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=2.00" Area (sf) CN Description 4,615 98 Paved parking & roofs 5,677 74 >75% Grass cover, Good, HSG C 10,292 85 Weighted Average 5,677 55.16% Pervious Area 4,615 44.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 23 0.0860 0.21 Sheet Flow, First 100' Flowpath Grass: Short n= 0.150 P2= 2.70" 1.0 60 0.0140 0.99 Sheet Flow, First 100' Flowpath Smooth surfaces n= 0.011 P2= 2.70" 2.8 83 Total Subcatchment PSC 5: Proposed Subcatchment 5 Hydrograph 0.4 0.38 0.37 cfs @ 11.94 hrs -Runoff 0.36 0.34 Runoff-0.37 cfs @ 11.94 hrs 0.32 TYPE II 24-HR 0.3 0.28 Rainfall-2.00" 0.26 Runoff Area-10,292 sf 0.24 0.22 Runoff Volume-0.014 of 0 02 Runoff Depth>0.73" LL 0.18 0.16 Flow Length-83' 0.147 Tc-2.8 min 0.12 0.1 CN-85 0.08 0.0s 0.04 0.02 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 1 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 12 Summary for Reach DP 1: Design Point Summation 1 Inflow Area = 11.101 ac, 3.71% Impervious, Inflow Depth > 0.03" Inflow = 0.07 cfs @ 12.96 hrs, Volume= 0.031 of Outflow = 0.07 cfs @ 12.96 hrs, Volume= 0.031 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach DP 1: Design Point Summation 1 Hydrograph 0.075 0.07 cfs @ 12.96 hrs j _Inflow 0.07 Inflow Area=11.101 ac Outflow 0.065 0.06- Inflow=0.07 cfs @ 12.96 hrs 0.055- Outflow=0.07 cfs @ 12.96 hrs 0.05 y 0.045 3 0.04 o - M 0.035 0.03 0.025 0.02- 0.015 0.01- 0.005 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 1 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 13 Summary for Reach DS: Diversion Swale Inflow Area = 9.272 ac, 0.51% Impervious, Inflow Depth > 0.01" Inflow = 0.02 cfs @ 18.91 hrs, Volume= 0.006 of Outflow = 0.02 cfs @ 19.34 hrs, Volume= 0.005 af, Atten= 0%, Lag= 26.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.36 fps, Min. Travel Time= 14.7 min Avg. Velocity = 0.31 fps, Avg. Travel Time= 16.9 min Peak Storage= 14 cf @ 19.10 hrs Average Depth at Peak Storage= 0.04' Bank-Full Depth= 1.00' Flow Area= 5.3 sf, Capacity= 15.57 cfs 8.00' x 1.00' deep Parabolic Channel, n= 0.030 Length= 318.0' Slope= 0.0063 '/' Inlet Invert= 0.00', Outlet Invert= -2.00' Reach DS: Diversion Swale Hydrograph 0.018 0.017 0.10.02 cfs @ 19.34 hrs Inflow -Outflow 0.016 0.015= Inflow Area=9.272 ac 0.014_ lnflow=0.02 cfs @ 18.91 hrs 0.013- Outflow=0.02 cfs @ 19.34 hrs 0.012 Avg. Flow Depth=0.04' 0.011- Max Vet=0.36 fps 0.01 3 0.009- n=0.030 0.008 L=318.0' 0.007- S=0.0063 0.006 Capacity_15.57 cfs 0.005- 0.004 0.003- 0.002 0.001- 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 1 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 14 Summary for Pond BR 1: Bioretention Area 1 Inflow Area = 0.853 ac, 16.23% Impervious, Inflow Depth > 0.33" Inflow = 0.42 cfs @ 12.04 hrs, Volume= 0.024 of Outflow = 0.04 cfs @ 13.03 hrs, Volume= 0.013 af, Atten= 90%, Lag= 59.3 min Primary = 0.04 cfs @ 13.03 hrs, Volume= 0.013 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1.21' @ 13.03 hrs Surf.Area= 219 sf Storage= 494 cf Flood Elev= 5.00' Surf.Area= 0 sf Storage= 2,454 cf Plug-Flow detention time= 195.8 min calculated for 0.013 of (54% of inflow) Center-of-Mass det. time= 95.9 min ( 930.8 - 834.9 ) Volume Invert Avail.Storage Storage Description #1 0.00, 2,454 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 438 0 0 1.00 438 438 438 1.10 219 33 471 3.50 219 526 996 3.51 1,094 7 1,003 4.50 1,669 1,368 2,371 4.60 0 83 2,454 Device Routing Invert Outlet Devices #1 Secondary 4.00' 6.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Primary 1.00' 4.0" Round Culvert L= 197.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 1.00' / 0.50' S= 0.0025 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Primary OutFlow Max=0.04 cfs @ 13.03 hrs HW=1.21' (Free Discharge) L2=Culvert (Barrel Controls 0.04 cfs @ 1.08 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=0.00' (Free Discharge) L1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pinney - 1 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 15 Pond BR 1: Bioretention Area 1 Hydrograph 0.46 0.44 0.42 cfs @ 12.04 hrs -Inflow 0.42 -Outflow -Primary 0.4 Inflow Area=0.853 ac -secondary 0.3 Inflow=0.42 cfs @ 12.04 hrs 0.36 0.34 Outflow=0.04 cfs @ 13.03 hrs 0.32 0.3 Primary=0.04 cfs @ 13.03 hrs 0.28 Secondary=0.00 cfs @ 5.00 hrs 0.26 0.24 Peak Elev=1.21' o 0.22 Storage=494 cf LL 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 cfs @ 13.03 hrs 0.04 0.00 cfs @ 5.00 hrs 0 . . . . . . . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 1 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 16 Summary for Pond BR 4: Bioretention Area 4 Inflow Area = 0.412 ac, 29.06% Impervious, Inflow Depth > 0.54" Inflow = 0.36 cfs @ 12.03 hrs, Volume= 0.019 of Outflow = 0.01 cfs @ 17.02 hrs, Volume= 0.003 af, Atten= 97%, Lag= 299.1 min Primary = 0.01 cfs @ 17.02 hrs, Volume= 0.003 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 2.86' @ 17.02 hrs Surf.Area= 176 sf Storage= 688 cf Flood Elev= 5.00' Surf.Area= 0 sf Storage= 1,963 cf Plug-Flow detention time= 366.5 min calculated for 0.003 of (16% of inflow) Center-of-Mass det. time= 264.3 min ( 1,079.1 - 814.8 ) Volume Invert Avail.Storage Storage Description #1 0.00, 1,963 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 352 0 0 1.00 352 352 352 1.10 176 26 378 3.50 176 422 801 3.51 880 5 806 4.50 1,324 1,091 1,897 4.60 0 66 1,963 Device Routing Invert Outlet Devices #1 Secondary 4.00' 6.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Primary 2.75' 4.0" Round Culvert L= 157.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 2.75' / 2.50' S= 0.0016 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Primary OutFlow Max=0.01 cfs @ 17.02 hrs HW=2.86' (Free Discharge) L2=Culvert (Barrel Controls 0.01 cfs @ 0.62 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=0.00' (Free Discharge) L1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pinney - 1 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 17 Pond BR 4: Bioretention Area 4 Hydrograph 0.4 0.38 0.36 cfs @ 12.03 hrs —Inflow 0.36 —Outflow 0.34 Inflow Area=0.412 ac —Primary Secondary 0.32 Inflow=0.36 cfs @ 12.03 hrs 0.3 Outflow=0.01 cfs @ 17.02 hrs 0.28 0.26 Primary=0.01 cfs @ 17.02 hrs 0.24 Secondary=0.00 cfs @ 5.00 hrs 3 °0 2 Peak Elev=2.86' ,° 0.18 Storage=688 cf 0.16 0.14 0.12-- 0.1 0.08 0.06 0.04 0.00 cfs @ 5.00 hrs 0.01 cfs @ 17.02 hrs 0 . . . . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 1 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 18 Summary for Pond BR 5: Bioretention Area 5 Inflow Area = 0.236 ac, 44.84% Impervious, Inflow Depth > 0.73" Inflow = 0.37 cfs @ 11.94 hrs, Volume= 0.014 of Outflow = 0.03 cfs @ 12.52 hrs, Volume= 0.007 af, Atten= 92%, Lag= 35.0 min Primary = 0.03 cfs @ 12.52 hrs, Volume= 0.007 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1.17' @ 12.52 hrs Surf.Area= 157 sf Storage= 348 cf Flood Elev= 5.00' Surf.Area= 0 sf Storage= 1,807 cf Plug-Flow detention time= 193.2 min calculated for 0.007 of (47% of inflow) Center-of-Mass det. time= 106.3 min ( 903.3 - 797.0 ) Volume Invert Avail.Storage Storage Description #1 0.00, 1,807 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 314 0 0 1.00 314 314 314 1.10 157 24 338 3.50 157 377 714 3.51 786 5 719 4.50 1,282 1,024 1,743 4.60 0 64 1,807 Device Routing Invert Outlet Devices #1 Secondary 4.00' 6.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Primary 1.00' 4.0" Round Culvert L= 219.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 1.00' / 0.50' S= 0.0023 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Primary OutFlow Max=0.03 cfs @ 12.52 hrs HW=1.17' (Free Discharge) L2=Culvert (Barrel Controls 0.03 cfs @ 0.92 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=0.00' (Free Discharge) L1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pinney - 1 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 19 Pond BR 5: Bioretention Area 5 Hydrograph 0.4 0.38 0.37 cfs @ 11.94 hrs -Inflow Outflow 0.36 Primary Inflow Area=0.236 ac -Secondary 0.34 0.32 Inflow=0.37 cfs @ 11.94 hrs 0.3 Outflow=0.03 cfs @ 12.52 hrs 0.28 o.2s Y- Primar _0.03 cfs @ 12.52 hrs N 0.24- Secondary=0.00 cfs @ 5.00 hrs 0.22 Peak Elev=1.17' 0.2 FL 018 Storage=348 cf 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.03 cfs @ 12.52 hrs 0.00 cfs @ 5.00 hrs 0 . . . . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 1 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 20 Summary for Pond Sed: Sediment Trap Volume Invert Avail.Storage Storage Description #1 0.00, 22,831 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 3,425 0 0 1.00 5,874 4,650 4,650 2.00 8,774 7,324 11,974 3.00 11,765 10,270 22,243 3.10 0 588 22,831 Device Routing Invert Outlet Devices #1 Primary 2.00' 6.0' long x 4.0' 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) 2.38 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=0.00 cfs @ 5.00 hrs HW=0.00' (Free Discharge) L1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond Sed: Sediment Trap Hydrograph 1- -Primary Primary=0.00 cfs @ 5.00 hrs Peak Elev=0.00' Storage=0 cf 3 0 LL 0.00 cfs @ 5.00 hrs 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 1 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.856 74 >75% Grass cover, Good, HSG C (PSC 1, PSC 4, PSC 5) 2.633 30 Brush, Good, HSG A (OSC 4) 7.201 65 Brush, Good, HSG C (OSC 2, OSC 4, PSC 1) 0.364 98 Paved parking & roofs (PSC 1, PSC 4, PSC 5) 0.047 98 Unconnected roofs, HSG A (OSC 4) 11.101 59 TOTAL AREA Pinney - 10 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 2 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 2.681 HSG A OSC 4 0.000 HSG B 8.056 HSG C OSC 2, OSC 4, PSC 1, PSC 4, PSC 5 0.000 HSG D 0.364 Other PSC 1, PSC 4, PSC 5 11.101 TOTAL AREA Pinney - 10 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 3 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.856 0.000 0.000 0.856 >75% Grass cover, Good PSC 1, PSC 4, PSC 5 2.633 0.000 7.201 0.000 0.000 9.834 Brush, Good OSC 2, OSC 4, PSC 1 0.000 0.000 0.000 0.000 0.364 0.364 Paved parking & roofs PSC 1, PSC 4, PSC 5 0.047 0.000 0.000 0.000 0.000 0.047 Unconnected roofs OSC 4 2.681 0.000 8.056 0.000 0.364 11.101 TOTAL AREA Pinney - 10 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 4 Pipe Listing (all nodes) Line# Node In-Invert Out-Invert Length Slope n Diam/Width Height Inside-Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 BR 1 1.00 0.50 197.0 0.0025 0.013 4.0 0.0 0.0 2 BR 4 2.75 2.50 157.0 0.0016 0.013 4.0 0.0 0.0 3 BR 5 1.00 0.50 219.0 0.0023 0.013 4.0 0.0 0.0 Pinney - 10 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 5 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment OSC 2: Off-Site Runoff Area=14,274 sf 0.00% Impervious Runoff Depth>0.62" Flow Length=220' Tc=10.4 min CN=65 Runoff=0.30 cfs 0.017 of Subcatchment OSC 4: Off-Site Runoff Area=403,901 sf 0.51% Impervious Runoff Depth>0.26" Flow Length=1,275' Tc=32.4 min CN=55 Runoff=1.09 cfs 0.197 of Subcatchment PSC 1: Proposed Runoff Area=37,170 sf 16.23% Impervious Runoff Depth>1.11" Flow Length=327' Tc=10.3 min CN=75 Runoff=1.55 cfs 0.079 of Subcatchment PSC 4: Proposed Runoff Area=17,938 sf 29.06% Impervious Runoff Depth>1.49" Flow Length=327' Tc=10.3 min CN=81 Runoff=1.00 cfs 0.051 of Subcatchment PSC 5: Proposed Runoff Area=10,292 sf 44.84% Impervious Runoff Depth>1.79" Flow Length=83' Tc=2.8 min CN=85 Runoff=0.87 cfs 0.035 of Reach DP 1: Design Point Summation 1 Inflow=1.64 cfs 0.343 of Outflow=1.64 cfs 0.343 of Reach DS: Diversion Swale Avg. Flow Depth=0.29' Max Vet=1.30 fps Inflow=1.09 cfs 0.197 of n=0.030 L=318.0' S=0.0063 '/' Capacity=15.57 cfs Outflow=1.06 cfs 0.195 of Pond BR 1: Bioretention Area 1 Peak Elev=3.86' Storage=1,481 cf Inflow=1.55 cfs 0.079 of Primary=0.23 cfs 0.068 of Secondary=0.00 cfs 0.000 of Outflow=0.23 cfs 0.068 of Pond BR 4: Bioretention Area 4 Peak Elev=3.79' Storage=1,113 cf Inflow=1.00 cfs 0.051 of Primary=0.14 cfs 0.035 of Secondary=0.00 cfs 0.000 of Outflow=0.14 cfs 0.035 of Pond BR 5: Bioretention Area 5 Peak Elev=3.51' Storage=719 cf Inflow=0.87 cfs 0.035 of Primary=0.20 cfs 0.027 of Secondary=0.00 cfs 0.000 of Outflow=0.20 cfs 0.027 of Pond Sed: Sediment Trap Peak Elev=0.00' Storage=0 cf Primary=0.00 cfs 0.000 of Total Runoff Area = 11.101 ac Runoff Volume = 0.380 of Average Runoff Depth = 0.41" 96.29% Pervious = 10.690 ac 3.71%Impervious = 0.411 ac Pinney - 10 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment OSC 2: Off-Site Subcatchment 2 Runoff = 0.30 cfs @ 12.04 hrs, Volume= 0.017 af, Depth> 0.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=3.40" Area (sf) CN Description 14,274 65 Brush, Good, HSG C 14,274 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0350 0.20 Sheet Flow, First 100' Flowpath Grass: Short n= 0.150 P2= 2.70" 1.9 120 0.0050 1.06 Shallow Concentrated Flow, Balance of Flow to Channel Grassed Waterway Kv= 15.0 fps 10.4 220 Total Subcatchment OSC 2: Off-Site Subcatchment 2 Hydrograph 0.32 0.30 cfs @ 12.04 hrs -Runoff 0.3 0.28 Runoff=0.30 cfs @ 12.04 hrs 0.26- TYPE II 24-HR 0.24 Rainfall-3.40" 0.22 Runoff Area-14,274 sf 0.2 0.18 Runoff Volume-0.017 of c 0.16 Runoff Depth>0.62" LL 0.14- Flow Length=220' 0.12 Tc=10.4 min 0.1- 0.08 CN=65 0.06 0.04 0.02 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment OSC 4: Off-Site Subcatchment 4 Runoff = 1.09 cfs @ 12.42 hrs, Volume= 0.197 af, Depth> 0.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=3.40" Area (sf) CN Description 114,714 30 Brush, Good, HSG A 287,122 65 Brush, Good, HSG C 2,065 98 Unconnected roofs, HSG A 403,901 55 Weighted Average 401,836 99.49% Pervious Area 2,065 0.51% Impervious Area 2,065 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.5 100 0.0100 0.08 Sheet Flow, First 100' Flowpath Grass: Dense n= 0.240 P2= 2.70" 11.9 1,175 0.0120 1.64 Shallow Concentrated Flow, Balance of Flow Grassed Waterway Kv= 15.0 fps 32.4 1,275 Total Subcatchment OSC 4: Off-Site Subcatchment 4 Hydrograph 1.09 cfs @ 12.42 hrs —Runoff 1- Runoff=1.09 cfs @ 12.42 hrs TYPE II 24-HR Rainfall-3.40" Runoff Area-403,901 sf Runoff Volume-0.197 of Runoff Depth>0.26" LL Flow Length=1,275' Tc=32.4 m i n CN=55 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment PSC 1: Proposed Subcatchment 1 Runoff = 1.55 cfs @ 12.03 hrs, Volume= 0.079 af, Depth> 1.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=3.40" Area (sf) CN Description 6,031 98 Paved parking & roofs 18,864 74 >75% Grass cover, Good, HSG C 12,275 65 Brush, Good, HSG C 37,170 75 Weighted Average 31,139 83.77% Pervious Area 6,031 16.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 100 0.0300 0.18 Sheet Flow, First 100' Flowpath Grass: Short n= 0.150 P2= 2.70" 0.7 70 0.0140 1.77 Shallow Concentrated Flow, Balance of Flow to Channel Grassed Waterway Kv= 15.0 fps 0.5 157 0.0190 5.40 27.00 Trap/Vee/Rect Channel Flow, Balance of Longest Flowpath Bot.W=2.00' D=1.00' Z= 3.0 '/' Top.W=8.00' n= 0.027 10.3 327 Total Subcatchment PSC 1: Proposed Subcatchment 1 Hydrograph 1.55 cfs @ 12.03 hrs —Runoff Runoff=1.55 cfs @ 12.03 hrs TYPE II 24-HR Rainfall=3.40" Runoff Area=37,170 sf ' Runoff Volume=0.079 of LL Runoff DepthA.11" Flow Length-327' Tc=10.3 min CN=75 o . . . . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE 11 24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment PSC 4: Proposed Subcatchment 4 Runoff = 1.00 cfs @ 12.02 hrs, Volume= 0.051 af, Depth> 1.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=3.40" Area (sf) CN Description 5,212 98 Paved parking & roofs 12,726 74 >75% Grass cover, Good, HSG C 17,938 81 Weighted Average 12,726 70.94% Pervious Area 5,212 29.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 100 0.0300 0.18 Sheet Flow, First 100' Flowpath Grass: Short n= 0.150 P2= 2.70" 0.7 70 0.0140 1.77 Shallow Concentrated Flow, Balance of Flow to Channel Grassed Waterway Kv= 15.0 fps 0.5 157 0.0190 5.40 27.00 Trap/Vee/Rect Channel Flow, Balance of Longest Flowpath Bot.W=2.00' D=1.00' Z= 3.0 '/' Top.W=8.00' n= 0.027 10.3 327 Total Subcatchment PSC 4: Proposed Subcatchment 4 Hydrograph 1.00 cfs @ 12.02 hrs j —Runoff 1 Runoff=1.00 cfs @ 12.02 hrs TYPE II 24-HR Rainfall=3.40" Runoff Area=17,938 sf Runoff Volume=0.051 of Runoff DepthA.49" U- Flow Length-327' Tc=10.3 min CN=81 0 5 6 7 8 9 10 11 12 13 14 1s 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE 11 24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment PSC 5: Proposed Subcatchment 5 Runoff = 0.87 cfs @ 11.93 hrs, Volume= 0.035 af, Depth> 1.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=3.40" Area (sf) CN Description 4,615 98 Paved parking & roofs 5,677 74 >75% Grass cover, Good, HSG C 10,292 85 Weighted Average 5,677 55.16% Pervious Area 4,615 44.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 23 0.0860 0.21 Sheet Flow, First 100' Flowpath Grass: Short n= 0.150 P2= 2.70" 1.0 60 0.0140 0.99 Sheet Flow, First 100' Flowpath Smooth surfaces n= 0.011 P2= 2.70" 2.8 83 Total Subcatchment PSC 5: Proposed Subcatchment 5 Hydrograph 0.95 - , 0.9 --- -- 0.87 cfs @ 11.93 hrs -Runoff 0.85 Runoff=0.87 cfs @ 11.93 hrs 0.8 0.75 TYPE II 24-HR 00.7 Rainfall-3.40" 0.6 Runoff Area-10,292 sf w 0.55 Runoff Volume-0.035 of v 0.5 0 0.45 Runoff DepthA.79" LL 0 4 Flow Length-83' 0.35 0.3 Tc-2.8 min 0.25 CN=85 0.2- --- ---------- 0.15 0.1 0.05 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 11 Summary for Reach DP 1: Design Point Summation 1 Inflow Area = 11.101 ac, 3.71% Impervious, Inflow Depth > 0.37" Inflow = 1.64 cfs @ 12.53 hrs, Volume= 0.343 of Outflow = 1.64 cfs @ 12.53 hrs, Volume= 0.343 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach DP 1: Design Point Summation 1 Hydrograph 1.64 cfs @ 12.53 hrs _Inflow Outflow Inflow Area=11.101 ac Inflow=1.64 cfs @ 12.53 hrs Outflow=1.64 cfs @ 12.53 hrs y 1 3 0 LL 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 12 Summary for Reach DS: Diversion Swale Inflow Area = 9.272 ac, 0.51% Impervious, Inflow Depth > 0.26" Inflow = 1.09 cfs @ 12.42 hrs, Volume= 0.197 of Outflow = 1.06 cfs @ 12.54 hrs, Volume= 0.195 af, Atten= 2%, Lag= 7.4 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.30 fps, Min. Travel Time= 4.1 min Avg. Velocity = 0.83 fps, Avg. Travel Time= 6.4 min Peak Storage= 262 cf @ 12.47 hrs Average Depth at Peak Storage= 0.29' Bank-Full Depth= 1.00' Flow Area= 5.3 sf, Capacity= 15.57 cfs 8.00' x 1.00' deep Parabolic Channel, n= 0.030 Length= 318.0' Slope= 0.0063 '/' Inlet Invert= 0.00', Outlet Invert= -2.00' Reach DS: Diversion Swale Hydrograph Inflow 1.06 cfs @ 12.54 hrs I—Outflow 1_ Inflow Area=9.272 ac Inflow=1.09 cfs @ 12.42 hrs Outflow=1.06 cfs @ 12.54 hrs Avg. Flow Depth=0.29' Max Vet=1.30 fps 3 n=0.030 L=318.0' S=0.0063 Capacity=15.57 cfs o- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 13 Summary for Pond BR 1: Bioretention Area 1 Inflow Area = 0.853 ac, 16.23% Impervious, Inflow Depth > 1.11" Inflow = 1.55 cfs @ 12.03 hrs, Volume= 0.079 of Outflow = 0.23 cfs @ 12.46 hrs, Volume= 0.068 af, Atten= 85%, Lag= 25.7 min Primary = 0.23 cfs @ 12.46 hrs, Volume= 0.068 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 3.86' @ 12.46 hrs Surf.Area= 1,295 sf Storage= 1,481 cf Flood Elev= 5.00' Surf.Area= 0 sf Storage= 2,454 cf Plug-Flow detention time= 97.3 min calculated for 0.068 of (86% of inflow) Center-of-Mass det. time= 53.7 min ( 860.7 - 807.0 ) Volume Invert Avail.Storage Storage Description #1 0.00, 2,454 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 438 0 0 1.00 438 438 438 1.10 219 33 471 3.50 219 526 996 3.51 1,094 7 1,003 4.50 1,669 1,368 2,371 4.60 0 83 2,454 Device Routing Invert Outlet Devices #1 Secondary 4.00' 6.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Primary 1.00' 4.0" Round Culvert L= 197.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 1.00' / 0.50' S= 0.0025 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Primary OutFlow Max=0.23 cfs @ 12.46 hrs HW=3.86' (Free Discharge) L2=Culvert (Barrel Controls 0.23 cfs @ 2.61 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=0.00' (Free Discharge) L1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pinney - 10 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE 11 24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 14 Pond BR 1: Bioretention Area 1 Hydrograph 1.55 cfs @ 12.03 hrs —Inflow Outflow —Primary Inflow Area=0.853 ac —secondary Inflow=1.55 cfs @ 12.03 hrs Outflow=0.23 cfs @ 12.46 hrs Primary=0.23 cfs @ 12.46 hrs y , Secondary=0.00 cfs @ 5.00 hrs Peak Elev_3.86' LL Storage=1,481 cf 0.23 cfs @ 12.46 hrs 0.00 cfs @ 5.00 hrs 0- . . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 15 Summary for Pond BR 4: Bioretention Area 4 Inflow Area = 0.412 ac, 29.06% Impervious, Inflow Depth > 1.49" Inflow = 1.00 cfs @ 12.02 hrs, Volume= 0.051 of Outflow = 0.14 cfs @ 12.43 hrs, Volume= 0.035 af, Atten= 86%, Lag= 24.6 min Primary = 0.14 cfs @ 12.43 hrs, Volume= 0.035 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 3.79' @ 12.43 hrs Surf.Area= 1,005 sf Storage= 1,113 cf Flood Elev= 5.00' Surf.Area= 0 sf Storage= 1,963 cf Plug-Flow detention time= 133.1 min calculated for 0.035 of (69% of inflow) Center-of-Mass det. time= 63.8 min ( 857.4 - 793.6 ) Volume Invert Avail.Storage Storage Description #1 0.00, 1,963 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 352 0 0 1.00 352 352 352 1.10 176 26 378 3.50 176 422 801 3.51 880 5 806 4.50 1,324 1,091 1,897 4.60 0 66 1,963 Device Routing Invert Outlet Devices #1 Secondary 4.00' 6.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Primary 2.75' 4.0" Round Culvert L= 157.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 2.75' / 2.50' S= 0.0016 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Primary OutFlow Max=0.14 cfs @ 12.43 hrs HW=3.79' (Free Discharge) L2=Culvert (Barrel Controls 0.14 cfs @ 1.63 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=0.00' (Free Discharge) L1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pinney - 10 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE 1124-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 16 Pond BR 4: Bioretention Area 4 Hydrograph 1.00 cfs @ 12.02 hrs Lln w ow ary Inflow Area=0.412 ac ndary Inflow=1.00 cfs @ 12.02 hrs Outflow=0.14 cfs @ 12.43 hrs Primary=0.14 cfs @ 12.43 hrs y Secondary=0.00 cfs @ 5.00 hrs Peak Elev=3.79' Storage=1,113 cf 0.14 cfs @ 12.43 hrs 0.00 cfs @ 5.00 hrs 0- . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 17 Summary for Pond BR 5: Bioretention Area 5 Inflow Area = 0.236 ac, 44.84% Impervious, Inflow Depth > 1.79" Inflow = 0.87 cfs @ 11.93 hrs, Volume= 0.035 of Outflow = 0.20 cfs @ 12.06 hrs, Volume= 0.027 af, Atten= 77%, Lag= 7.8 min Primary = 0.20 cfs @ 12.06 hrs, Volume= 0.027 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 3.51' @ 12.06 hrs Surf.Area= 786 sf Storage= 719 cf Flood Elev= 5.00' Surf.Area= 0 sf Storage= 1,807 cf Plug-Flow detention time= 101.7 min calculated for 0.027 of (78% of inflow) Center-of-Mass det. time= 44.1 min ( 821.9 - 777.8 ) Volume Invert Avail.Storage Storage Description #1 0.00, 1,807 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 314 0 0 1.00 314 314 314 1.10 157 24 338 3.50 157 377 714 3.51 786 5 719 4.50 1,282 1,024 1,743 4.60 0 64 1,807 Device Routing Invert Outlet Devices #1 Secondary 4.00' 6.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Primary 1.00' 4.0" Round Culvert L= 219.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 1.00' / 0.50' S= 0.0023 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Primary OutFlow Max=0.20 cfs @ 12.06 hrs HW=3.49' (Free Discharge) L2=Culvert (Barrel Controls 0.20 cfs @ 2.32 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=0.00' (Free Discharge) L1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pinney - 10 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 18 Pond BR 5: Bioretention Area 5 Hydrograph 0.95 0.9 0.87 cfs @ 11.93 hrs —Inflow Outflow 0.85- —Primary Inflow Area=0.236 ac —secondary 0.8 0.75 Inflow=0.87 cfs @ 11.93 hrs 0.7 Outflow=0.20 cfs @ 12.06 hrs 0.65 Primary=0.20 cfs @ 12.06 hrs 00.6 Secondary=0.00 cfs @ 5.00 hrs ci� 0.5- Peak Elev=3.51' 0 0.45 LL Storage=719 cf 0.4 0.35 0.3 0.25 0.20 cfs @ 12.06 hrs 0.2 0.15- 0.1 0.00 cfs @ 5.00 hrs 0 . . . . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 19 Summary for Pond Sed: Sediment Trap Volume Invert Avail.Storage Storage Description #1 0.00, 22,831 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 3,425 0 0 1.00 5,874 4,650 4,650 2.00 8,774 7,324 11,974 3.00 11,765 10,270 22,243 3.10 0 588 22,831 Device Routing Invert Outlet Devices #1 Primary 2.00' 6.0' long x 4.0' 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) 2.38 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=0.00 cfs @ 5.00 hrs HW=0.00' (Free Discharge) L1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond Sed: Sediment Trap Hydrograph 1- -Primary Primary=0.00 cfs @ 5.00 hrs Peak Elev=0.00' Storage=0 cf 3 0 LL 0.00 cfs @ 5.00 hrs 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 1 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.856 74 >75% Grass cover, Good, HSG C (PSC 1, PSC 4, PSC 5) 2.633 30 Brush, Good, HSG A (OSC 4) 7.201 65 Brush, Good, HSG C (OSC 2, OSC 4, PSC 1) 0.364 98 Paved parking & roofs (PSC 1, PSC 4, PSC 5) 0.047 98 Unconnected roofs, HSG A (OSC 4) 11.101 59 TOTAL AREA Pinney - 100 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 2 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 2.681 HSG A OSC 4 0.000 HSG B 8.056 HSG C OSC 2, OSC 4, PSC 1, PSC 4, PSC 5 0.000 HSG D 0.364 Other PSC 1, PSC 4, PSC 5 11.101 TOTAL AREA Pinney - 100 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 3 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.856 0.000 0.000 0.856 >75% Grass cover, Good PSC 1, PSC 4, PSC 5 2.633 0.000 7.201 0.000 0.000 9.834 Brush, Good OSC 2, OSC 4, PSC 1 0.000 0.000 0.000 0.000 0.364 0.364 Paved parking & roofs PSC 1, PSC 4, PSC 5 0.047 0.000 0.000 0.000 0.000 0.047 Unconnected roofs OSC 4 2.681 0.000 8.056 0.000 0.364 11.101 TOTAL AREA Pinney - 100 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 4 Pipe Listing (all nodes) Line# Node In-Invert Out-Invert Length Slope n Diam/Width Height Inside-Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 BR 1 1.00 0.50 197.0 0.0025 0.013 4.0 0.0 0.0 2 BR 4 2.75 2.50 157.0 0.0016 0.013 4.0 0.0 0.0 3 BR 5 1.00 0.50 219.0 0.0023 0.013 4.0 0.0 0.0 Pinney - 100 Yr Rain Event - Proposed DP1 Pinney_Proposed_M TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 5 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment OSC 2: Off-Site Runoff Area=14,274 sf 0.00% Impervious Runoff Depth>2.04" Flow Length=220' Tc=10.4 min CN=65 Runoff=1.09 cfs 0.056 of Subcatchment OSC 4: Off-Site Runoff Area=403,901 sf 0.51% Impervious Runoff Depth>1.26" Flow Length=1,275' Tc=32.4 min CN=55 Runoff=9.31 cfs 0.970 of Subcatchment PSC 1: Proposed Runoff Area=37,170 sf 16.23% Impervious Runoff Depth>2.91" Flow Length=327' Tc=10.3 min CN=75 Runoff=4.03 cfs 0.207 of Subcatchment PSC 4: Proposed Runoff Area=17,938 sf 29.06% Impervious Runoff Depth>3.48" Flow Length=327' Tc=10.3 min CN=81 Runoff=2.28 cfs 0.120 of Subcatchment PSC 5: Proposed Runoff Area=10,292 sf 44.84% Impervious Runoff Depth>3.90" Flow Length=83' Tc=2.8 min CN=85 Runoff=1.80 cfs 0.077 of Reach DP 1: Design Point Summation 1 Inflow=10.79 cfs 1.389 of Outflow=10.79 cfs 1.389 of Reach DS: Diversion Swale Avg. Flow Depth=0.78' Max Vet=2.50 fps Inflow=9.31 cfs 0.970 of n=0.030 L=318.0' S=0.0063 '/' Capacity=15.57 cfs Outflow=9.20 cfs 0.966 of Pond BR 1: Bioretention Area 1 Peak Elev=4.38' Storage=2,203 cf Inflow=4.03 cfs 0.207 of Primary=0.25 cfs 0.118 of Secondary=3.64 cfs 0.077 of Outflow=3.89 cfs 0.195 of Pond BR 4: Bioretention Area 4 Peak Elev=4.26' Storage=1,631 cf Inflow=2.28 cfs 0.120 of Primary=0.17 cfs 0.065 of Secondary=2.02 cfs 0.039 of Outflow=2.20 cfs 0.103 of Pond BR 5: Bioretention Area 5 Peak Elev=4.16' Storage=1,390 cf Inflow=1.80 cfs 0.077 of Primary=0.23 cfs 0.060 of Secondary=0.96 cfs 0.009 of Outflow=1.19 cfs 0.069 of Pond Sed: Sediment Trap Peak Elev=0.00' Storage=0 cf Primary=0.00 cfs 0.000 of Total Runoff Area = 11.101 ac Runoff Volume = 1.429 of Average Runoff Depth = 1.54" 96.29% Pervious = 10.690 ac 3.71%Impervious = 0.411 ac Pinney - 100 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment OSC 2: Off-Site Subcatchment 2 Runoff = 1.09 cfs @ 12.03 hrs, Volume= 0.056 af, Depth> 2.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=5.85" Area (sf) CN Description 14,274 65 Brush, Good, HSG C 14,274 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0350 0.20 Sheet Flow, First 100' Flowpath Grass: Short n= 0.150 P2= 2.70" 1.9 120 0.0050 1.06 Shallow Concentrated Flow, Balance of Flow to Channel Grassed Waterway Kv= 15.0 fps 10.4 220 Total Subcatchment OSC 2: Off-Site Subcatchment 2 Hydrograph 1.09 cfs 9 12.03 hrs —Runoff Runoff=1.09 cfs @ 12.03 hrs TYPE II 24-HR Rainfall=5.85" Runoff Area=14,274 sf Runoff Volume=0.056 of Runoff Depth>2.04" LL Flow Length=220' Tc=10.4 min CN=65 0-. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment OSC 4: Off-Site Subcatchment 4 Runoff = 9.31 cfs @ 12.32 hrs, Volume= 0.970 af, Depth> 1.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=5.85" Area (sf) CN Description 114,714 30 Brush, Good, HSG A 287,122 65 Brush, Good, HSG C 2,065 98 Unconnected roofs, HSG A 403,901 55 Weighted Average 401,836 99.49% Pervious Area 2,065 0.51% Impervious Area 2,065 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.5 100 0.0100 0.08 Sheet Flow, First 100' Flowpath Grass: Dense n= 0.240 P2= 2.70" 11.9 1,175 0.0120 1.64 Shallow Concentrated Flow, Balance of Flow Grassed Waterway Kv= 15.0 fps 32.4 1,275 Total Subcatchment OSC 4: Off-Site Subcatchment 4 Hydrograph 10 9.31 cfs @ 12.32 hrs —Runoff 9- Runoff=9.31 cfs @ 12.32 hrs 8- TYPE II 24-HR 7_ Rainfall-5.85" Runoff Area-403,901 sf 6 Runoff Volume-0.970 of 5- Runoff DepthA.26" LL 4_ Flow Length=1,275' Tc=32.4 m i n 3 CN=55 2 1 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment PSC 1: Proposed Subcatchment 1 Runoff = 4.03 cfs @ 12.02 hrs, Volume= 0.207 af, Depth> 2.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=5.85" Area (sf) CN Description 6,031 98 Paved parking & roofs 18,864 74 >75% Grass cover, Good, HSG C 12,275 65 Brush, Good, HSG C 37,170 75 Weighted Average 31,139 83.77% Pervious Area 6,031 16.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 100 0.0300 0.18 Sheet Flow, First 100' Flowpath Grass: Short n= 0.150 P2= 2.70" 0.7 70 0.0140 1.77 Shallow Concentrated Flow, Balance of Flow to Channel Grassed Waterway Kv= 15.0 fps 0.5 157 0.0190 5.40 27.00 Trap/Vee/Rect Channel Flow, Balance of Longest Flowpath Bot.W=2.00' D=1.00' Z= 3.0 '/' Top.W=8.00' n= 0.027 10.3 327 Total Subcatchment PSC 1: Proposed Subcatchment 1 Hydrograph 4.03 cfs @ 12.02 hrs —Runoff 4- Runoff=4.03 cfs @ 12.02 hrs TYPE II 24-HR Rainfall=5.85" 3- Runoff Area=37,170 sf Runoff Volume=0.207 of Runoff Depth>2.91" LL 2- Flow Length-327' Tc=10.3 min CN=75 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE 11 24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment PSC 4: Proposed Subcatchment 4 Runoff = 2.28 cfs @ 12.02 hrs, Volume= 0.120 af, Depth> 3.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=5.85" Area (sf) CN Description 5,212 98 Paved parking & roofs 12,726 74 >75% Grass cover, Good, HSG C 17,938 81 Weighted Average 12,726 70.94% Pervious Area 5,212 29.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 100 0.0300 0.18 Sheet Flow, First 100' Flowpath Grass: Short n= 0.150 P2= 2.70" 0.7 70 0.0140 1.77 Shallow Concentrated Flow, Balance of Flow to Channel Grassed Waterway Kv= 15.0 fps 0.5 157 0.0190 5.40 27.00 Trap/Vee/Rect Channel Flow, Balance of Longest Flowpath Bot.W=2.00' D=1.00' Z= 3.0 '/' Top.W=8.00' n= 0.027 10.3 327 Total Subcatchment PSC 4: Proposed Subcatchment 4 Hydrograph 2.28 cfs @ 12.02 hrs —Runoff Runoff=2.28 cfs @ 12.02 hrs 2 TYPE II 24-HR Rainfall=5.85" Runoff Area=17,938 sf Runoff Volume=0.120 of Runoff Depth>3.48" LL ,- ---- ----- Flow Length-327' Tc=10.3 min CN=81 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE 11 24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment PSC 5: Proposed Subcatchment 5 Runoff = 1.80 cfs @ 11.93 hrs, Volume= 0.077 af, Depth> 3.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=5.85" Area (sf) CN Description 4,615 98 Paved parking & roofs 5,677 74 >75% Grass cover, Good, HSG C 10,292 85 Weighted Average 5,677 55.16% Pervious Area 4,615 44.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 23 0.0860 0.21 Sheet Flow, First 100' Flowpath Grass: Short n= 0.150 P2= 2.70" 1.0 60 0.0140 0.99 Sheet Flow, First 100' Flowpath Smooth surfaces n= 0.011 P2= 2.70" 2.8 83 Total Subcatchment PSC 5: Proposed Subcatchment 5 Hydrograph 2 1.80 cfs @ 11.93 hrs —Runoff Runoff=1.80 cfs @ 11.93 hrs TYPE II 24-HR Rainfall-5.85" Runoff Area-10,292 sf Runoff Volume-0.077 of 1 Runoff Depth>3.90" LL Flow Length-83' Tc-2.8 min CN-85 o- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 11 Summary for Reach DP 1: Design Point Summation 1 Inflow Area = 11.101 ac, 3.71% Impervious, Inflow Depth > 1.50" Inflow = 10.79 cfs @ 12.35 hrs, Volume= 1.389 of Outflow = 10.79 cfs @ 12.35 hrs, Volume= 1.389 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach DP 1: Design Point Summation 1 Hydrograph 12- 11- 10.79 cfs @ 12.35 hrs —Outflow 10- Inflow Area-11.101 ac 9- Inflow-10.79 cfs @ 12.35 hrs Outflow-10.79 cfs @ 12.35 hrs 8- y 7- 3 6- 0 LL 5- 4- 3- 2- 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE 1124-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 12 Summary for Reach DS: Diversion Swale Inflow Area = 9.272 ac, 0.51% Impervious, Inflow Depth > 1.26" Inflow = 9.31 cfs @ 12.32 hrs, Volume= 0.970 of Outflow = 9.20 cfs @ 12.38 hrs, Volume= 0.966 af, Atten= 1%, Lag= 3.7 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 2.50 fps, Min. Travel Time= 2.1 min Avg. Velocity = 1.25 fps, Avg. Travel Time= 4.2 min Peak Storage= 1,178 cf @ 12.34 hrs Average Depth at Peak Storage= 0.78' Bank-Full Depth= 1.00' Flow Area= 5.3 sf, Capacity= 15.57 cfs 8.00' x 1.00' deep Parabolic Channel, n= 0.030 Length= 318.0' Slope= 0.0063 '/' Inlet Invert= 0.00', Outlet Invert= -2.00' Reach DS: Diversion Swale Hydrograph 10- _ 9.20 cfs @ 12.38 hrs Inflow —Outflow 9-Inflow Area=9.272 ac 8 Inflow=9.31 cfs @ 12.32 hrs 7= Outflow=9.20 cfs @ 12.38 hrs Avg. Flow Depth=0.78' 6 Max Vet=2.50 fps 5- n=0.030 LL 4- L=318.0' S=0.0063 T 3- Capacity=15.57 cfs 2- o- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 13 Summary for Pond BR 1: Bioretention Area 1 Inflow Area = 0.853 ac, 16.23% Impervious, Inflow Depth > 2.91" Inflow = 4.03 cfs @ 12.02 hrs, Volume= 0.207 of Outflow = 3.89 cfs @ 12.06 hrs, Volume= 0.195 af, Atten= 3%, Lag= 2.2 min Primary = 0.25 cfs @ 12.06 hrs, Volume= 0.118 of Secondary = 3.64 cfs @ 12.06 hrs, Volume= 0.077 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 4.38' @ 12.06 hrs Surf.Area= 1,598 sf Storage= 2,203 cf Flood Elev= 5.00' Surf.Area= 0 sf Storage= 2,454 cf Plug-Flow detention time= 61.9 min calculated for 0.195 of (94% of inflow) Center-of-Mass det. time= 41.6 min ( 828.4 - 786.8 ) Volume Invert Avail.Storage Storage Description #1 0.00, 2,454 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 438 0 0 1.00 438 438 438 1.10 219 33 471 3.50 219 526 996 3.51 1,094 7 1,003 4.50 1,669 1,368 2,371 4.60 0 83 2,454 Device Routing Invert Outlet Devices #1 Secondary 4.00' 6.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Primary 1.00' 4.0" Round Culvert L= 197.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 1.00' / 0.50' S= 0.0025 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Primary OutFlow Max=0.25 cfs @ 12.06 hrs HW=4.37' (Free Discharge) L2=Culvert (Barrel Controls 0.25 cfs @ 2.82 fps) Secondary OutFlow Max=3.56 cfs @ 12.06 hrs HW=4.37' (Free Discharge) L1=Broad-Crested Rectangular Weir (Weir Controls 3.56 cfs @ 1.59 fps) Pinney - 100 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE 11 24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 14 Pond BR 1: Bioretention Area 1 Hydrograph 4.03 rfs rah 1202. hrs —Inflow 4- 3.89 cfs @ 12.06 hrs Outflow 3.64 cfs @ 12.06 hrs —Primary Inflow Area=0.853 ac —secondary Inflow=4.03 cfs @ 12.02 hrs Outflow=3.89 cfs @ 12.06 hrs 3- Primary=0.25 cfs @ 12.06 hrs Secondary=3.64 cfs @ 12.06 hrs Peak Elev=4.38' 3 0 Storage=2,203 cf LL 2 1 0.25 cfs V 1 N.06 hrs 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 15 Summary for Pond BR 4: Bioretention Area 4 Inflow Area = 0.412 ac, 29.06% Impervious, Inflow Depth > 3.48" Inflow = 2.28 cfs @ 12.02 hrs, Volume= 0.120 of Outflow = 2.20 cfs @ 12.06 hrs, Volume= 0.103 af, Atten= 4%, Lag= 2.5 min Primary = 0.17 cfs @ 12.06 hrs, Volume= 0.065 of Secondary = 2.02 cfs @ 12.06 hrs, Volume= 0.039 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 4.26' @ 12.06 hrs Surf.Area= 1,216 sf Storage= 1,631 cf Flood Elev= 5.00' Surf.Area= 0 sf Storage= 1,963 cf Plug-Flow detention time= 88.3 min calculated for 0.103 of (86% of inflow) Center-of-Mass det. time= 47.0 min ( 822.1 - 775.1 ) Volume Invert Avail.Storage Storage Description #1 0.00, 1,963 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 352 0 0 1.00 352 352 352 1.10 176 26 378 3.50 176 422 801 3.51 880 5 806 4.50 1,324 1,091 1,897 4.60 0 66 1,963 Device Routing Invert Outlet Devices #1 Secondary 4.00' 6.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Primary 2.75' 4.0" Round Culvert L= 157.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 2.75' / 2.50' S= 0.0016 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Primary OutFlow Max=0.17 cfs @ 12.06 hrs HW=4.25' (Free Discharge) L2=Culvert (Barrel Controls 0.17 cfs @ 1.98 fps) Secondary OutFlow Max=1.97 cfs @ 12.06 hrs HW=4.25' (Free Discharge) L1=Broad-Crested Rectangular Weir (Weir Controls 1.97 cfs @ 1.29 fps) Pinney - 100 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 16 Pond BR 4: Bioretention Area 4 Hydrograph 228 cfs na 1202. hrs LIn w 2.20 cfs @ 12.06 hrs ow ary2.02 cfs @ 12.06 hrs Inflow Area=0.412 ac ndary 2- Inflow=2.28 cfs @ 12.02 hrs Outflow=2.20 cfs @ 12.06 hrs Primary_0.17 cfs @ 12.06 hrs Secondary=2.02 cfs @ 12.06 hrs Peak Elev=4.26' Storage=1,631 cf LL 1 0.17 cfs 1 .06 hrs 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 17 Summary for Pond BR 5: Bioretention Area 5 Inflow Area = 0.236 ac, 44.84% Impervious, Inflow Depth > 3.90" Inflow = 1.80 cfs @ 11.93 hrs, Volume= 0.077 of Outflow = 1.19 cfs @ 12.01 hrs, Volume= 0.069 af, Atten= 34%, Lag= 4.6 min Primary = 0.23 cfs @ 12.01 hrs, Volume= 0.060 of Secondary = 0.96 cfs @ 12.01 hrs, Volume= 0.009 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 4.16' @ 12.01 hrs Surf.Area= 1,111 sf Storage= 1,390 cf Flood Elev= 5.00' Surf.Area= 0 sf Storage= 1,807 cf Plug-Flow detention time= 85.2 min calculated for 0.069 of (90% of inflow) Center-of-Mass det. time= 49.9 min ( 809.8 - 759.9 ) Volume Invert Avail.Storage Storage Description #1 0.00, 1,807 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 314 0 0 1.00 314 314 314 1.10 157 24 338 3.50 157 377 714 3.51 786 5 719 4.50 1,282 1,024 1,743 4.60 0 64 1,807 Device Routing Invert Outlet Devices #1 Secondary 4.00' 6.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Primary 1.00' 4.0" Round Culvert L= 219.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 1.00' / 0.50' S= 0.0023 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Primary OutFlow Max=0.23 cfs @ 12.01 hrs HW=4.15' (Free Discharge) L2=Culvert (Barrel Controls 0.23 cfs @ 2.60 fps) Secondary OutFlow Max=0.88 cfs @ 12.01 hrs HW=4.15' (Free Discharge) L1=Broad-Crested Rectangular Weir (Weir Controls 0.88 cfs @ 0.98 fps) Pinney - 100 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 18 Pond BR 5: Bioretention Area 5 Hydrograph 2- 1.80 cfs @ 11.93 hrs —Inflow —Outflow —Primary Inflow Area=0.236 ac —secondary Inflow=1.80 cfs @ 11.93 hrs Outflow=1.19 cfs @ 12.01 hrs 1.19 cfs @ 12.01 hrs Primary_0.23 cfs @ 12.01 hrs 11 Secondary=0.96 cfs @ 12.01 hrs 0.96 cfs @ 12.01 hrs Peak Elev=4.16' 3 1 0 Storage_1,390 cf U- 0.23 cfs 12.01 hrs tz� 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed DP1 Pinney_Proposed_DP1 TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 19 Summary for Pond Sed: Sediment Trap Volume Invert Avail.Storage Storage Description #1 0.00, 22,831 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 3,425 0 0 1.00 5,874 4,650 4,650 2.00 8,774 7,324 11,974 3.00 11,765 10,270 22,243 3.10 0 588 22,831 Device Routing Invert Outlet Devices #1 Primary 2.00' 6.0' long x 4.0' 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) 2.38 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=0.00 cfs @ 5.00 hrs HW=0.00' (Free Discharge) L1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond Sed: Sediment Trap Hydrograph 1- -Primary Primary=0.00 cfs @ 5.00 hrs Peak Elev=0.00' Storage=0 cf 3 0 LL 0.00 cfs @ 5.00 hrs 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) OSC 1 UP 2 Off-Site Su catchment 1 Upl d Watershed 2 UP 1 R PSC-7A Upland Water sh d 1 Bio tention Area 7 Proposed Subcatchment 7A FB ^ / a\ FR Forebay Diver ion Swale Road Swale PSC 8 Pond PSC 7 Proposed Subcatchment $ Proposed Subcatchmen OSC 3 7 -Site Subcatchme R6 DS Bioretention Area 6 PSC 6 Dry Swale DP 2 R 3 Proposed Subcatchment 6 Bioretention Area 3 Design Point PSC 3 Summation 2 R 2 Proposed Subcatchment 3 Bioretention Area 2 PSC 2 Proposed Subcatchment 2 SubCat Reach on Link Routing Diagram for Pinney_Proposed_DP2 Prepared by f enter your company name here}, Printed 6/30/2016 HydroCADOO 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.519 39 >75% Grass cover, Good, HSG A (PSC 7) 0.491 61 >75% Grass cover, Good, HSG B (PSC 7) 3.449 74 >75% Grass cover, Good, HSG C (PSC 2, PSC 3, PSC 6, PSC 7, PSC-7A) 2.435 30 Brush, Good, HSG A (OSC 3) 0.360 48 Brush, Good, HSG B (OSC 3) 21.522 65 Brush, Good, HSG C (OSC 1, OSC 3, PSC 7, PSC 8, UP 1, UP 2) 2.059 98 Paved parking & roofs (PSC 2, PSC 3, PSC 6, PSC 7, PSC 8) 0.046 98 Roofs, HSG C (PSC-7A) 0.035 98 Unconnected roofs, HSG A (OSC 3) 30.917 65 TOTAL AREA Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 2.989 HSG A OSC 3, PSC 7 0.851 HSG B OSC 3, PSC 7 25.018 HSG C OSC 1, OSC 3, PSC 2, PSC 3, PSC 6, PSC 7, PSC 8, PSC-7A, UP 1, UP 2 0.000 HSG D 2.059 Other PSC 2, PSC 3, PSC 6, PSC 7, PSC 8 30.917 TOTAL AREA Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.519 0.491 3.449 0.000 0.000 4.460 >75% Grass cover, Good PSC 2, PSC 3, PSC 6, PSC 7, PSC-7A 2.435 0.360 21.522 0.000 0.000 24.317 Brush, Good OSC 1, OSC 3, PSC 7, PSC 8, UP 1, UP 2 0.000 0.000 0.000 0.000 2.059 2.059 Paved parking & roofs PSC 2, PSC 3, PSC 6, PSC 7, PSC 8 0.000 0.000 0.046 0.000 0.000 0.046 Roofs PSC-7A 0.035 0.000 0.000 0.000 0.000 0.035 Unconnected roofs OSC 3 2.989 0.851 25.018 0.000 2.059 30.917 TOTAL AREA Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 5 Pipe Listing (all nodes) Line# Node In-Invert Out-Invert Length Slope n Diam/Width Height Inside-Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 BR 2 2.00 1.50 177.0 0.0028 0.013 4.0 0.0 0.0 2 BR 3 2.00 1.50 57.0 0.0088 0.013 4.0 0.0 0.0 3 BR 6 2.50 2.00 132.0 0.0038 0.013 4.0 0.0 0.0 4 BR 7 2.00 1.50 57.0 0.0088 0.013 4.0 0.0 0.0 5 DS 0.00 -0.50 127.0 0.0039 0.013 4.0 0.0 0.0 6 P 0.00 -1.00 104.0 0.0096 0.013 12.0 0.0 0.0 Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 6 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment OSC 1: Off-Site Runoff Area=143,197 sf 0.00% Impervious Runoff Depth>0.11" Flow Length=2,079' Slope=0.01707' Tc=4.6 min CN=65 Runoff=0.33 cfs 0.030 of Subcatchment OSC 3: Off-Site Runoff Area=529,093 sf 0.28% Impervious Runoff Depth>0.03" Flow Length=1,570' Tc=19.6 min CN=58 Runoff=0.05 cfs 0.026 of Subcatchment PSC 2: Proposed Runoff Area=16,829 sf 34.86% Impervious Runoff Depth>0.58" Flow Length=170' Tc=14.8 min CN=82 Runoff=0.31 cfs 0.019 of Subcatchment PSC 3: Proposed Runoff Area=8,226 sf 24.51% Impervious Runoff Depth>0.50" Flow Length=146' Tc=8.0 min CN=80 Runoff=0.17 cfs 0.008 of Subcatchment PSC 6: Proposed Runoff Area=12,258 sf 31.15% Impervious Runoff Depth>0.54" Flow Length=49' Tc=4.1 min CN=81 Runoff=0.31 cfs 0.013 of Subcatchment PSC 7: Proposed Runoff Area=366,995 sf 20.46% Impervious Runoff Depth>0.27" Flow Length=1,566' Tc=25.5 min CN=73 Runoff=1.83 cfs 0.193 of Subcatchment PSC 8: Proposed Runoff Area=5,995 sf 48.99% Impervious Runoff Depth>0.54" Flow Length=148' Slope=0.0500 '/' Tc=1.1 min CN=81 Runoff=0.16 cfs 0.006 of Subcatchment PSC-7A: Proposed Runoff Area=5,604 sf 35.97% Impervious Runoff Depth>0.63" Flow Length=35' Slope=0.0100 '/' Tc=0.8 min CN=83 Runoff=0.18 cfs 0.007 of Subcatchment UP 1: Upland Watershed 1 Runoff Area=187,023 sf 0.00% Impervious Runoff Depth>0.11" Flow Length=557' Tc=15.0 min CN=65 Runoff=0.23 cfs 0.039 of Subcatchment UP 2: Upland Watershed 2 Runoff Area=71,533 sf 0.00% Impervious Runoff Depth>0.11" Flow Length=410' Slope=0.0300 '/' Tc=14.5 min CN=65 Runoff=0.09 cfs 0.015 of Reach Div: Diversion Swale Avg. Flow Depth=0.14' Max Vet=1.32 fps Inflow=0.44 cfs 0.084 of n=0.030 L=2,079.0' S=0.0168 '/' Capacity=75.76 cfs Outflow=0.27 cfs 0.078 of Reach DP 2: Design Point Summation 2 Inflow=0.32 cfs 0.136 of Outflow=0.32 cfs 0.136 of Reach IRS: Road Swale Avg. Flow Depth=0.28' Max Vet=2.43 fps Inflow=1.83 cfs 0.193 of n=0.027 L=1,232.0' S=0.0187 '/' Capacity=56.90 cfs Outflow=1.56 cfs 0.189 of Pond BR 2: Bioretention Area 2 Peak EIev=2.09' Storage=688 cf Inflow=0.31 cfs 0.019 of Primary=0.01 cfs 0.003 of Secondary=0.00 cfs 0.000 of Outflow=0.01 cfs 0.003 of Pond BR 3: Bioretention Area 3 Peak EIev=2.04' Storage=306 cf Inflow=0.17 cfs 0.008 of Primary=0.00 cfs 0.001 of Secondary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.001 of Pond BR 6: Bioretention Area 6 Peak EIev=2.62' Storage=330 cf Inflow=0.31 cfs 0.013 of Primary=0.02 cfs 0.005 of Secondary=0.00 cfs 0.000 of Outflow=0.02 cfs 0.005 of Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 7 Pond BR 7: Bioretention Area 7 Peak Elev=1.92' Storage=294 cf Inflow=0.18 cfs 0.007 of Primary=0.00 cfs 0.000 of Secondary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Pond DS: Dry Swales Peak Elev=0.35' Storage=49 cf Inflow=0.16 cfs 0.006 of Outflow=0.12 cfs 0.006 of Pond FB: Forebay Peak Elev=4.17' Storage=2,928 cf Inflow=1.56 cfs 0.189 of Outflow=1.03 cfs 0.122 of Pond P: Pond Peak Elev=4.47' Storage=10,418 cf Inflow=1.03 cfs 0.122 of Primary=0.04 cfs 0.017 of Secondary=0.00 cfs 0.000 of Outflow=0.04 cfs 0.017 of Total Runoff Area = 30.917 ac Runoff Volume = 0.356 of Average Runoff Depth = 0.14" 93.08% Pervious = 28.777 ac 6.92% Impervious = 2.140 ac Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment OSC 1: Off-Site Subcatchment 1 Runoff = 0.33 cfs @ 12.01 hrs, Volume= 0.030 af, Depth> 0.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=2.00" Area (sf) CN Description 143,197 65 Brush, Good, HSG C 143,197 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 2,079 0.0170 7.61 121.77 Trap/Vee/Rect Channel Flow, Balance of Longest Flowpath Bot.W=2.00' D=2.00' Z= 3.0 '/' Top.W=14.00' n= 0.027 Subcatchment OSC 1: Off-Site Subcatchment 1 Hydrograph 0.36' 0.34- 0.33 cfs @ 12.01 hrs —Runoff 0.32- Runoff=0.33 cfs @ 12.01 hrs 0.3 0.28 TYPE II 24-HR 0.26 Rainfall=2.00" 0.24 Runoff Area=143 197 sf 0.22 0.2 Runoff Volume=0.030 of 0 018 Runoff Depth>0.11" LL 0.16- 0.14 Flow Length=2,079' 0.12- Slope=0.0170 '/' 01 Tc=4.6 min 0.0s 0.0s CN=65 0.04 0.02 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment OSC 3: Off-Site Subcatchment 3 Runoff = 0.05 cfs @ 15.22 hrs, Volume= 0.026 af, Depth> 0.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=2.00" Area (sf) CN Description 106,079 30 Brush, Good, HSG A 15,682 48 Brush, Good, HSG B 405,827 65 Brush, Good, HSG C 1,505 98 Unconnected roofs, HSG A 529,093 58 Weighted Average 527,588 99.72% Pervious Area 1,505 0.28% Impervious Area 1,505 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.8 100 0.0400 0.14 Sheet Flow, First 100' Flowpath Grass: Dense n= 0.240 P2= 2.70" 6.8 1,064 0.0300 2.60 Shallow Concentrated Flow, Balance of Flow to Channel Grassed Waterway Kv= 15.0 fps 1.0 406 0.0110 6.52 130.46 Trap/Vee/Rect Channel Flow, Balance of Flowpath Bot.W=4.00' D=2.00' Z= 3.0 '/' Top.W=16.00' n= 0.027 19.6 1,570 Total Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 10 Subcatchment OSC 3: Off-Site Subcatchment 3 Hydrograph 0.055- 0.05 cfs @ 15.22 hrs —Runoff 0.05- 0.045 Runoff=0.05 cfs @ 15.22 hrs TYPE II 24-HR 0.04_ Rainfall_2.00" 0.035 Runoff Area=529,093 sf 0.03- Runoff Volume=0.026 of 3 Runoff Depth>0.03" ° 0.025- U_ Flow Length=1,570' 0.02 Tc=19.6 min 0.015. CN=58 0.01 0.005 p 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment PSC 2: Proposed Subcatchment 2 Runoff = 0.31 cfs @ 12.08 hrs, Volume= 0.019 af, Depth> 0.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=2.00" Area (sf) CN Description 5,866 98 Paved parking & roofs 10,963 74 >75% Grass cover, Good, HSG C 16,829 82 Weighted Average 10,963 65.14% Pervious Area 5,866 34.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.1 100 0.0100 0.12 Sheet Flow, First 100' Flowpath Grass: Short n= 0.150 P2= 2.70" 0.6 65 0.0070 1.70 Shallow Concentrated Flow, Balance of Flow to Channel Paved Kv= 20.3 fps 0.1 5 0.0070 1.25 Shallow Concentrated Flow, Balance of Longest Flowpath Grassed Waterway Kv= 15.0 fps 14.8 170 Total Subcatchment PSC 2: Proposed Subcatchment 2 Hydrograph 0.34 0.32- 0.31 cfs @ 12.08 hrs -Runoff 0.3 Runoff=0.31 cfs @ 12.08 hrs 0.28 0.26 TYPE 1124-H R 0.24 Rainfall_2.00" 0.22 Runoff Area-16,829 sf 02 Runoff Volume-0.019 of 0.18 c 0.16 Runoff Depth>0.58" LL 0.14 Flow Length=170' 012 Tc=14.8 min 0.1 CN=82 0.08 0.06 0.04- 0.02 0 . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment PSC 3: Proposed Subcatchment 3 Runoff = 0.17 cfs @ 12.00 hrs, Volume= 0.008 af, Depth> 0.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=2.00" Area (sf) CN Description 2,016 98 Paved parking & roofs 6,210 74 >75% Grass cover, Good, HSG C 8,226 80 Weighted Average 6,210 75.49% Pervious Area 2,016 24.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 76 0.0300 0.17 Sheet Flow, First 100' Flowpath Grass: Short n= 0.150 P2= 2.70" 0.6 65 0.0070 1.70 Shallow Concentrated Flow, Balance of Flow to Channel Paved Kv= 20.3 fps 0.1 5 0.0070 1.25 Shallow Concentrated Flow, Balance of Longest Flowpath Grassed Waterway Kv= 15.0 fps 8.0 146 Total Subcatchment PSC 3: Proposed Subcatchment 3 Hydrograph 0.18 -Runoff 0.17 cfs @ 12.00 hrs 0.17 0.16 Runoff=0.17 cfs @ 12.00 hrs 0.15 0.14 TYPE II 24-HR 0.13 Rainfall_2.00" 0.12 Runoff Area-8,226 sf 0.11 0.1 Runoff Volume-0.008 of 0 0.09 Runoff Depth>0.50" u- 0.08 Flow Length=146' 0.07 0.06 Tc=8.0 min 0.05 CN=80 0.04 0.03- 0.02- 0.01= 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment PSC 6: Proposed Subcatchment 6 Runoff = 0.31 cfs @ 11.95 hrs, Volume= 0.013 af, Depth> 0.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=2.00" Area (sf) CN Description 3,818 98 Paved parking & roofs 8,440 74 >75% Grass cover, Good, HSG C 12,258 81 Weighted Average 8,440 68.85% Pervious Area 3,818 31.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 23 0.0200 0.12 Sheet Flow, First 100' Flowpath Grass: Short n= 0.150 P2= 2.70" 0.8 26 0.0050 0.55 Sheet Flow, Balance of Longest Flowpath Smooth surfaces n= 0.011 P2= 2.70" 4.1 49 Total Subcatchment PSC 6: Proposed Subcatchment 6 Hydrograph 0.34 0.3 --- 0.31 cfs @ 11.95 hrs —Runoff 0.3 Runoff=0.31 cfs @ 11.95 hrs 028 TYPE II 24-HR 0.2s 0.24 Rainfall=2.00" 0.22 Runoff Area=12,258 sf w 02 v Runoff Volume=0.013 of o,18 LL 0.16 Runoff Depth>0.54" 0.14 Flow Length=49' 012 Tc=4.1 min 0.1 CN=81 0.08 0.0s 0.04 0.02 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment PSC 7: Proposed Subcatchment 7 Runoff = 1.83 cfs @ 12.25 hrs, Volume= 0.193 af, Depth> 0.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=2.00" Area (sf) CN Description 10,696 98 Paved parking & roofs 22,613 39 >75% Grass cover, Good, HSG A 14,492 98 Paved parking & roofs 21,401 61 >75% Grass cover, Good, HSG B 31,721 98 Paved parking & roofs 18,164 98 Paved parking & roofs 121,053 74 >75% Grass cover, Good, HSG C 126,855 65 Brush, Good, HSG C 366,995 73 Weighted Average 291,922 79.54% Pervious Area 75,073 20.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.5 100 0.0100 0.08 Sheet Flow, First 100' Flowpath Grass: Dense n= 0.240 P2= 2.70" 2.5 350 0.0240 2.32 Shallow Concentrated Flow, Balance of Flow to Road Grassed Waterway Kv= 15.0 fps 0.1 16 0.0100 2.03 Shallow Concentrated Flow, Balance of Flow to Swale Paved Kv= 20.3 fps 2.4 1,100 0.0170 7.61 121.77 Trap/Vee/Rect Channel Flow, Balance of Longest Flowpath Bot.W=2.00' D=2.00' Z= 3.0 '/' Top.W=14.00' n= 0.027 25.5 1,566 Total Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 15 Subcatchment PSC 7: Proposed Subcatchment 7 Hydrograph 2 1.83 cfs @ 12.25 hrs —Runoff Runoff=1.83 cfs @ 12.25 hrs TYPE II 24-HR Rainfall-2.00" Runoff Area-366,995 sf Runoff Volume-0.193 of 1 Runoff Depth>0.27" LL Flow Length-1,566' Tc-25.5 min CN-73 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment PSC 8: Proposed Subcatchment 8 Runoff = 0.16 cfs @ 11.91 hrs, Volume= 0.006 af, Depth> 0.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=2.00" Area (sf) CN Description 2,937 98 Paved parking & roofs 3,058 65 Brush, Good, HSG C 5,995 81 Weighted Average 3,058 51.01% Pervious Area 2,937 48.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 100 0.0500 1.82 Sheet Flow, First 100' Flowpath Smooth surfaces n= 0.011 P2= 2.70" 0.2 48 0.0500 4.54 Shallow Concentrated Flow, Balance of Flow to Channel Paved Kv= 20.3 fps 1.1 148 Total Subcatchment PSC 8: Proposed Subcatchment 8 Hydrograph 0.18 0.17 0.16 cfs @ 11.91 hrs -Runoff 0.16 Runoff=0.16 cfs @ 11.91 hrs 0.15 0.14 TYPE II 24-HR 0.13 - - - - - - - - - - - Rainfall=2.00" 0.12 ----------- 011 --- Runoff Area=5,995 sf 0.1 Runoff Volume=0.006 of 3 0.09 --- Runoff Depth>0.54" E 0.08 0.07 Flow Length=148' 0.06 Slope=0.0500 '/' 0.05 Tc=1.1 min 0.04 0.03 -- - - ------------ CN=81 0.02 - - - 0.01 - -- --- 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment PSC-7A: Proposed Subcatchment 7A Runoff = 0.18 cfs @ 11.91 hrs, Volume= 0.007 af, Depth> 0.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=2.00" Area (sf) CN Description 3,588 74 >75% Grass cover, Good, HSG C 2,016 98 Roofs, HSG C 5,604 83 Weighted Average 3,588 64.03% Pervious Area 2,016 35.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 35 0.0100 0.78 Sheet Flow, Balance of Longest Flowpath Smooth surfaces n= 0.011 P2= 2.70" Subcatchment PSC-7A: Proposed Subcatchment 7A Hydrograph 0.2- 0.19- 1 0.18 cfs @ 11.91 hrs —Runoff 0.18 0.17 Runoff=0.18 cfs @ 11.91 hrs 0.16 TYPE II 24-HR 0.15 0.14 Rainfall-2.00" 0.13 Runoff Area-5,604 sf 0.12 0.11_ Runoff Volume-0.007 of 3 01 Runoff Depth>0.63" ti 0.09 0.08 Flow Length-35' o.os Slope=0.0100 '/' 0.05 Tc=0.8 min 0.04 CN=83 0.03 0.02 0.01 0 5 6 7 8 9 1,0 1,1 112 1,3 14 15 16 17 18 19 20 Time (hours) Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment UP 1: Upland Watershed 1 Runoff = 0.23 cfs @ 12.16 hrs, Volume= 0.039 af, Depth> 0.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=2.00" Area (sf) CN Description 187,023 65 Brush, Good, HSG C 187,023 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 100 0.0360 0.14 Sheet Flow, First 100' Flowpath Grass: Dense n= 0.240 P2= 2.70" 2.7 457 0.0350 2.81 Shallow Concentrated Flow, Balance of Longest Flowpath Grassed Waterway Kv= 15.0 fps 15.0 557 Total Subcatchment UP 1: Upland Watershed 1 Hydrograph 0.25 0.24 0.23 cfs @ 12.16 hrs -Runoff 0.23 0.22 Runoff=0.23 cfs @ 12.16 hrs 0.21 0.2 TYPE II 24-HR 0.18 Rainfall-2.00" 0.17: 0.16 Runoff Area-187,023 sf 0.15 0.14 Runoff Volume-0.039 of 0 0.12 Runoff Depth>0.11" LL 0 0.; Flow Length-557' 0.09 Tc=15.0 min 0.08 0.07 CN-65 0.06 0.05 0.04 0.03 0.02 0.01 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 2,0 Time (hours) Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment UP 2: Upland Watershed 2 Runoff = 0.09 cfs @ 12.16 hrs, Volume= 0.015 af, Depth> 0.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=2.00" Area (sf) CN Description 71,533 65 Brush, Good, HSG C 71,533 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.9 155 0.0300 0.20 Sheet Flow, First 100' Flowpath Grass: Short n= 0.150 P2= 2.70" 1.6 255 0.0300 2.60 Shallow Concentrated Flow, Balance of Longest Flowpath Grassed Waterway Kv= 15.0 fps 14.5 410 Total Subcatchment UP 2: Upland Watershed 2 Hydrograph 0.1 0.095 0.09 cfs @ 12.16 hrs —Runoff 0.09 0.085- Runoff=0.09 cfs @ 12.16 hrs 0.08 TYPE II 24-HR 0.075 0.07 Rainfall-2.00" 0.065 Runoff Area-71,533 sf 0.0s 0.055 Runoff Volume-0.015 of 3 0.05 Runoff Depth>0.11" LL 0.045 0.04 Flow Length=410' 0003 Slope=0.0300 '/' 0.025 TC-14.5 min 0.02 CN=65 0.015 0.01 0.005 0 6 6 7 8 9 10 11 12 13 14 1,5 16 1,7 18 19 20 Time (hours) Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 20 Summary for Reach Div: Diversion Swale Inflow Area = 9.223 ac, 0.00% Impervious, Inflow Depth > 0.11" Inflow = 0.44 cfs @ 12.15 hrs, Volume= 0.084 of Outflow = 0.27 cfs @ 12.98 hrs, Volume= 0.078 af, Atten= 40%, Lag= 49.9 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.32 fps, Min. Travel Time= 26.2 min Avg. Velocity = 1.01 fps, Avg. Travel Time= 34.2 min Peak Storage= 418 cf @ 12.54 hrs Average Depth at Peak Storage= 0.14' Bank-Full Depth= 2.00' Flow Area= 10.7 sf, Capacity= 75.76 cfs 8.00' x 2.00' deep Parabolic Channel, n= 0.030 Length= 2,079.0' Slope= 0.0168 '/' Inlet Invert= 0.00', Outlet Invert= -35.00' Reach Div: Diversion Swale Hydrograph 0.48 _ 0.46 0.44 cfs @ 12.15 hrs Inflow 0.44 -Outflow 0.42 Inflow Area=9.223 ac 0.38 Inflow=0.44 cfs @ 12.15 hrs 0.36 Outflow=0.27 cfs @ 12.98 hrs 0.34 0.32 Avg. Flow Depth=0.14' ci 02$ 0.27 cfs @ 12.98 hrs I Max Vet=1.32 fps 0.26 n=0.030 0 0.24 0.22 L=2,079.0' 0.3 a S-0.0168 '/' 0.16 Ca acit _75.76 cfs 0.14 p y- 0.12 0.1 0.08 0.06 0.04 0.02 0 . . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 21 Summary for Reach DP 2: Design Point Summation 2 Inflow Area = 30.917 ac, 6.92% Impervious, Inflow Depth > 0.05" Inflow = 0.32 cfs @ 13.05 hrs, Volume= 0.136 of Outflow = 0.32 cfs @ 13.05 hrs, Volume= 0.136 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach DP 2: Design Point Summation 2 Hydrograph 0.36 0.34 0.32 cfs @ 13.05 hrs jInflow 0.32 —Outflow 0.3 Inflow Area=30.917 ac 0.28 Inflow=0.32 cfs @ 13.05 hrs 0.26 Outflow=0.32 cfs @ 13.05 hrs 0.24- 0.22 y 0.2 V 3 0.18 0 LL 0.16 0.14 0.12- 0.1 0.08 0.06 0.04 0.02 0 i . . . . . . . . . . . . .5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 22 Summary for Reach RS: Road Swale Inflow Area = 8.425 ac, 20.46% Impervious, Inflow Depth > 0.27" Inflow = 1.83 cfs @ 12.25 hrs, Volume= 0.193 of Outflow = 1.56 cfs @ 12.51 hrs, Volume= 0.189 af, Atten= 15%, Lag= 15.4 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 2.43 fps, Min. Travel Time= 8.5 min Avg. Velocity = 1.33 fps, Avg. Travel Time= 15.4 min Peak Storage= 795 cf @ 12.36 hrs Average Depth at Peak Storage= 0.28' Bank-Full Depth= 1.50' Flow Area= 8.0 sf, Capacity= 56.90 cfs 8.00' x 1.50' deep Parabolic Channel, n= 0.027 Length= 1,232.0' Slope= 0.0187 7' Inlet Invert= 0.00', Outlet Invert= -23.00' Reach RS: Road Swale Hydrograph 2- 1.83 cfs @ 12.25 hrs Inflow —Outflow Inflow Area=8.425 ac 1.56 cfs @ 12.51 hrs Iflow=1.83 cfs @ 12.25 hrs Outflow=1.56 cfs @ 12.51 hrs Avg. Flow Depth=0.28' Max Vet=2.43 fps n=0.027 L=1,232.0' S=0.0187 '/' Capacity=56.90 cfs o- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 23 Summary for Pond BR 2: Bioretention Area 2 Inflow Area = 0.386 ac, 34.86% Impervious, Inflow Depth > 0.58" Inflow = 0.31 cfs @ 12.08 hrs, Volume= 0.019 of Outflow = 0.01 cfs @ 16.95 hrs, Volume= 0.003 af, Atten= 97%, Lag= 292.4 min Primary = 0.01 cfs @ 16.95 hrs, Volume= 0.003 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 2.09' @ 16.95 hrs Surf.Area= 219 sf Storage= 688 cf Flood Elev= 5.00' Surf.Area= 0 sf Storage= 2,454 cf Plug-Flow detention time= 357.9 min calculated for 0.003 of (16% of inflow) Center-of-Mass det. time= 257.6 min ( 1,072.8 - 815.2 ) Volume Invert Avail.Storage Storage Description #1 0.00, 2,454 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 438 0 0 1.00 438 438 438 1.10 219 33 471 3.50 219 526 996 3.51 1,094 7 1,003 4.50 1,669 1,368 2,371 4.60 0 83 2,454 Device Routing Invert Outlet Devices #1 Secondary 4.00' 6.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Primary 2.00' 4.0" Round Culvert L= 177.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 2.00' / 1.50' S= 0.0028 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Primary OutFlow Max=0.01 cfs @ 16.95 hrs HW=2.09' (Free Discharge) L2=Culvert (Barrel Controls 0.01 cfs @ 0.74 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=0.00' (Free Discharge) L1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 24 Pond BR 2: Bioretention Area 2 Hydrograph 0.34- 0.32 0.31 cfs @ 12.08 hrs —Inflow Outflow 0.3- Inflow Area=0.386 ac —Primary Second 028 Inflow=0.31 cfs @ 12.08 hrs 0.26 Outflow=0.01 cfs @ 16.95 hrs 0.24- 022 Primary=0.01 cfs @ 16.95 hrs 0.2 Secondary=0.00 cfs @ 5.00 hrs 0.18 Peak Elev=2.09' 0 o.1s Storage=688 cf 0.14 0.12 0.1 0.08 0.06 0.04 0.01 cfs @ 16.95 hrs 0.00 cfs @ 5.00 hrs 0 . . . . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 25 Summary for Pond BR 3: Bioretention Area 3 Inflow Area = 0.189 ac, 24.51% Impervious, Inflow Depth > 0.50" Inflow = 0.17 cfs @ 12.00 hrs, Volume= 0.008 of Outflow = 0.00 cfs @ 17.88 hrs, Volume= 0.001 af, Atten= 98%, Lag= 352.8 min Primary = 0.00 cfs @ 17.88 hrs, Volume= 0.001 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 2.04' @ 17.88 hrs Surf.Area= 99 sf Storage= 306 cf Flood Elev= 5.00' Surf.Area= 0 sf Storage= 1,189 cf Plug-Flow detention time= 398.0 min calculated for 0.001 of (12% of inflow) Center-of-Mass det. time= 292.8 min ( 1,109.0 - 816.2 ) Volume Invert Avail.Storage Storage Description #1 0.00, 1,189 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 198 0 0 1.00 198 198 198 1.10 99 15 213 3.50 99 238 450 3.51 495 3 453 4.50 901 691 1,144 4.60 0 45 1,189 Device Routing Invert Outlet Devices #1 Secondary 4.00' 6.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Primary 2.00' 4.0" Round Culvert L= 57.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 2.00' / 1.50' S= 0.0088 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Primary OutFlow Max=0.00 cfs @ 17.88 hrs HW=2.04' (Free Discharge) L2=Culvert (Barrel Controls 0.00 cfs @ 0.80 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=0.00' (Free Discharge) L1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 26 Pond BR 3: Bioretention Area 3 Hydrograph 0.18 - - - - - - - 0.17 cfs @ 12.00 hrs —Inflow 0.17 - - --- Outflow 0.16 - - - - ----------- Inflow Area=0.189 ac —se onrdary 0.15 - I � Inflow=0.17 cfs @ 12.00 hrs 0.14 Outflow=0.00 cfs @ 17.88 hrs 0.13 0.12 Primary_0.00 cfs @ 17.88 hrs y 0.11 Secondary=0.00 cfs @ 5.00 hrs 01 Peak Elev=2.04' 0.09 0 0 o 08 Storage=306 cf 0.07 0.06 0.05 0.04 0.03 0.02 0.00 cfs @ 5.00 hrs 0.00 cfs @ 17.88 hrs 01 . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 27 Summary for Pond BR 6: Bioretention Area 6 Inflow Area = 0.281 ac, 31.15% Impervious, Inflow Depth > 0.54" Inflow = 0.31 cfs @ 11.95 hrs, Volume= 0.013 of Outflow = 0.02 cfs @ 13.05 hrs, Volume= 0.005 af, Atten= 94%, Lag= 66.0 min Primary = 0.02 cfs @ 13.05 hrs, Volume= 0.005 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 2.62' @ 13.05 hrs Surf.Area= 90 sf Storage= 330 cf Flood Elev= 5.00' Surf.Area= 0 sf Storage= 1,348 cf Plug-Flow detention time= 222.2 min calculated for 0.005 of (41% of inflow) Center-of-Mass det. time= 127.3 min ( 937.5 - 810.2 ) Volume Invert Avail.Storage Storage Description #1 0.00, 1,348 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 180 0 0 1.00 180 180 180 1.10 90 14 194 3.50 90 216 410 3.51 451 3 412 4.50 1,307 870 1,282 4.60 0 65 1,348 Device Routing Invert Outlet Devices #1 Secondary 4.00' 6.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Primary 2.50' 4.0" Round Culvert L= 132.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 2.50' / 2.00' S= 0.0038 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Primary OutFlow Max=0.02 cfs @ 13.05 hrs HW=2.62' (Free Discharge) L2=Culvert (Barrel Controls 0.02 cfs @ 0.97 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=0.00' (Free Discharge) L1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 28 Pond BR 6: Bioretention Area 6 Hydrograph 0.34 0.32 0.31 cfs @ 11.95 hrs —OutflowInflow —Primary 0.3- Inflow Area=0.281 ac —Secondary 0.28- Inflow=0.31 cfs @ 11.95 hrs 0.26 Outflow=0.02 cfs @ 13.05 hrs 0.24 Primary=0.02 cfs @ 13.05 hrs 0.22 y 0.2 Secondary=0.00 cfs @ 5.00 hrs 0.18 Peak Elev=2.62' ro 0.16 Storage=330 cf 0.14 0.12 0.1 0.08- 0.06 0.04: 0.02 cfs @ 13.05 hrs 0.00 cfs @ 5.00 hrs 0 . . . . . . . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 29 Summary for Pond BR 7: Bioretention Area 7 Inflow Area = 0.129 ac, 35.97% Impervious, Inflow Depth > 0.63" Inflow = 0.18 cfs @ 11.91 hrs, Volume= 0.007 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1.92' @ 20.00 hrs Surf.Area= 99 sf Storage= 294 cf Flood Elev= 5.00' Surf.Area= 0 sf Storage= 1,189 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 0.00, 1,189 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 198 0 0 1.00 198 198 198 1.10 99 15 213 3.50 99 238 450 3.51 495 3 453 4.50 901 691 1,144 4.60 0 45 1,189 Device Routing Invert Outlet Devices #1 Secondary 4.00' 6.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Primary 2.00' 4.0" Round Culvert L= 57.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 2.00' / 1.50' S= 0.0088 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=0.00' (Free Discharge) L2=Culvert ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=0.00' (Free Discharge) L1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 30 Pond BR 7: Bioretention Area 7 Hydrograph 0.2 0.19 0.18 cfs @ 11.91 hrs L—In w0 18 ow 0.17 Inflow Area=0.129 ac ndary 0.16 Inflow=0.18 cfs @ 11.91 hrs 0.15 0.14 Outflow=0.00 cfs @ 5.00 hrs 0.13 Primary=0.00 cfs @ 5.00 hrs 0.12 Secondary=0.00 cfs @ 5.00 hrs 3 Oo., Peak Elev=1.92' ,° 0.097 Storage=294 cf 0.0a 0.07 0.06 0.05 0.04 0.03 0.02 0.00 cfs @ 5.00 hrs 0 . . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 31 Summary for Pond DS: Dry Swales Inflow Area = 0.138 ac, 48.99% Impervious, Inflow Depth > 0.54" Inflow = 0.16 cfs @ 11.91 hrs, Volume= 0.006 of Outflow = 0.12 cfs @ 11.97 hrs, Volume= 0.006 af, Atten= 28%, Lag= 3.3 min Primary = 0.12 cfs @ 11.97 hrs, Volume= 0.006 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.35' @ 11.97 hrs Surf.Area= 350 sf Storage= 49 cf Flood Elev= 5.00' Surf.Area= 0 sf Storage= 1,146 cf Plug-Flow detention time= 18.0 min calculated for 0.006 of (98% of inflow) Center-of-Mass det. time= 10.5 min ( 818.5 - 808.0 ) Volume Invert Avail.Storage Storage Description #1 0.00, 573 cf Custom Stage Data (Prismatic) Listed below 573 cf x 2.00 = 1,146 cf Total Available Storage Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 0.00 175 0.0 0 0 1.00 175 40.0 70 70 1.10 175 20.0 4 74 3.50 175 20.0 84 158 3.51 175 100.0 2 159 4.50 600 100.0 384 543 4.60 0 100.0 30 573 Device Routing Invert Outlet Devices #1 Primary 4.00' 6.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Primary 0.00' 4.0" Round Culvert L= 127.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 0.00' / -0.50' S= 0.0039 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Primary OutFlow Max=0.11 cfs @ 11.97 hrs HW=0.34' (Free Discharge) �__1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 2=Culvert (Barrel Controls 0.11 cfs @ 1.57 fps) Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 32 Pond DS: Dry Swales Hydrograph 0.18 0.17 0.16 cfs @ 11.91 hrs —Inflow —Primary 0.16 Inflow Area=0.138 ac 0.15 0.14- Inflow=0.16 cfs @ 11.91 hrs 0.13 rimary=0.12 cfs @ 11.97 hrs 0.12 cfs @ 11.97 hrs 0.12- Peak Elev=0.35' 0.11 01 Storage=49 cf 3 0.09 0 LL 0.08 0.07 0.06- 0.05 0.04- 0.03- 0.02- 0.01 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 33 Summary for Pond FB: Forebay Inflow Area = 8.425 ac, 20.46% Impervious, Inflow Depth > 0.27" Inflow = 1.56 cfs @ 12.51 hrs, Volume= 0.189 of Outflow = 1.03 cfs @ 13.00 hrs, Volume= 0.122 af, Atten= 34%, Lag= 29.6 min Primary = 1.03 cfs @ 13.00 hrs, Volume= 0.122 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 4.17' @ 13.00 hrs Surf.Area= 0 sf Storage= 2,928 cf Flood Elev= 4.00' Surf.Area= 1,536 sf Storage= 2,852 cf Plug-Flow detention time= 146.8 min calculated for 0.122 of (65% of inflow) Center-of-Mass det. time= 62.8 min ( 930.8 - 868.0 ) Volume Invert Avail.Storage Storage Description #1 0.00, 2,928 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 113 0 0 1.00 345 229 229 2.00 633 489 718 3.00 1,049 841 1,559 4.00 1,536 1,293 2,852 4.10 0 77 2,928 Device Routing Invert Outlet Devices #1 Primary 4.00' 6.0' long x 4.0' 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) 2.38 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=1.02 cfs @ 13.00 hrs HW=4.17' (Free Discharge) L1=Broad-Crested Rectangular Weir (Weir Controls 1.02 cfs @ 0.99 fps) Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 34 Pond FB: Forebay Hydrograph 1.56 cfs @ 12.51 hrs —Inflow Primary Inflow Area=8.425 ac Inflow_1.56 cfs @ 12.51 hrs Primary_1.03 cfs @ 13.00 hrs Peak Elev=4.1 7' 1.03 cfs @ 13.00 hrs a 1 Storage=2,928 cf U 3 0 LL 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 35 Summary for Pond P: Pond Inflow Area = 8.425 ac, 20.46% Impervious, Inflow Depth > 0.17" Inflow = 1.03 cfs @ 13.00 hrs, Volume= 0.122 of Outflow = 0.04 cfs @ 20.00 hrs, Volume= 0.017 af, Atten= 96%, Lag= 420.0 min Primary = 0.04 cfs @ 20.00 hrs, Volume= 0.017 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Starting Elev= 4.00' Surf.Area= 7,635 sf Storage= 5,821 cf Peak Elev= 4.47' @ 20.00 hrs Surf.Area= 9,601 sf Storage= 10,418 cf (4,597 cf above start) Flood Elev= 7.50' Surf.Area= 0 sf Storage= 46,941 cf (41,120 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 92.9 min ( 1,023.8 - 930.8 ) Volume Invert Avail.Storage Storage Description #1 0.00, 46,941 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 113 0 0 1.00 314 214 214 2.00 616 465 679 3.00 1,017 817 1,495 4.00 7,635 4,326 5,821 5.00 11,788 9,712 15,533 6.00 13,709 12,749 28,281 7.00 15,740 14,725 43,006 7.50 0 3,935 46,941 Device Routing Invert Outlet Devices #1 Primary 0.00' 12.0" Round Culvert L= 104.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 0.00' / -1.00' S= 0.0096 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 4.00' 1.5"Vert. Orifice/Grate C= 0.600 #3 Device 1 5.25' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 6.50' 25.0' 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 Pinney - 1 Yr Rain Event - Proposed DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=2.00" Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 36 Primary OutFlow Max=0.04 cfs @ 20.00 hrs HW=4.47' (Free Discharge) L1=Culvert (Passes 0.04 cfs of 5.87 cfs potential flow) �2=0rifi ce/G rate (Orifice Controls 0.04 cfs @ 3.09 fps) 3=0rifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=4.00' (Free Discharge) L4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond P: Pond Hydrograph 1.03 cfs @ 13.00 hrs L-1 wflow 1mary Inflow Area=8.425 ac Secondary Inflow=1.03 cfs @ 13.00 hrs Outflow=0.04 cfs @ 20.00 hrs Primary=0.04 cfs @ 20.00 hrs Secondary=0.00 cfs @ 5.00 hrs N Peak Elev=4.47' Storage=10,418 cf LL 0.04 cfs @ 20.00 hrs 0.00 cfs @ 5.00 hrs 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 1 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.519 39 >75% Grass cover, Good, HSG A (PSC 7) 0.491 61 >75% Grass cover, Good, HSG B (PSC 7) 3.449 74 >75% Grass cover, Good, HSG C (PSC 2, PSC 3, PSC 6, PSC 7, PSC-7A) 2.435 30 Brush, Good, HSG A (OSC 3) 0.360 48 Brush, Good, HSG B (OSC 3) 21.522 65 Brush, Good, HSG C (OSC 1, OSC 3, PSC 7, PSC 8, UP 1, UP 2) 2.059 98 Paved parking & roofs (PSC 2, PSC 3, PSC 6, PSC 7, PSC 8) 0.046 98 Roofs, HSG C (PSC-7A) 0.035 98 Unconnected roofs, HSG A (OSC 3) 30.917 65 TOTAL AREA Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 2 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 2.989 HSG A OSC 3, PSC 7 0.851 HSG B OSC 3, PSC 7 25.018 HSG C OSC 1, OSC 3, PSC 2, PSC 3, PSC 6, PSC 7, PSC 8, PSC-7A, UP 1, UP 2 0.000 HSG D 2.059 Other PSC 2, PSC 3, PSC 6, PSC 7, PSC 8 30.917 TOTAL AREA Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 3 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.519 0.491 3.449 0.000 0.000 4.460 >75% Grass cover, Good PSC 2, PSC 3, PSC 6, PSC 7, PSC-7A 2.435 0.360 21.522 0.000 0.000 24.317 Brush, Good OSC 1, OSC 3, PSC 7, PSC 8, UP 1, UP 2 0.000 0.000 0.000 0.000 2.059 2.059 Paved parking & roofs PSC 2, PSC 3, PSC 6, PSC 7, PSC 8 0.000 0.000 0.046 0.000 0.000 0.046 Roofs PSC-7A 0.035 0.000 0.000 0.000 0.000 0.035 Unconnected roofs OSC 3 2.989 0.851 25.018 0.000 2.059 30.917 TOTAL AREA Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 4 Pipe Listing (all nodes) Line# Node In-Invert Out-Invert Length Slope n Diam/Width Height Inside-Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 BR 2 2.00 1.50 177.0 0.0028 0.013 4.0 0.0 0.0 2 BR 3 2.00 1.50 57.0 0.0088 0.013 4.0 0.0 0.0 3 BR 6 2.50 2.00 132.0 0.0038 0.013 4.0 0.0 0.0 4 BR 7 2.00 1.50 57.0 0.0088 0.013 4.0 0.0 0.0 5 DS 0.00 -0.50 127.0 0.0039 0.013 4.0 0.0 0.0 6 P 0.00 -1.00 104.0 0.0096 0.013 12.0 0.0 0.0 Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 5 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment OSC 1: Off-Site Runoff Area=143,197 sf 0.00% Impervious Runoff Depth>0.62" Flow Length=2,079' Slope=0.0170 '/' Tc=4.6 min CN=65 Runoff=3.87 cfs 0.169 of Subcatchment OSC 3: Off-Site Runoff Area=529,093 sf 0.28% Impervious Runoff Depth>0.35" Flow Length=1,570' Tc=19.6 min CN=58 Runoff=3.37 cfs 0.354 of Subcatchment PSC 2: Proposed Runoff Area=16,829 sf 34.86% Impervious Runoff Depth>1.56" Flow Length=170' Tc=14.8 min CN=82 Runoff=0.85 cfs 0.050 of Subcatchment PSC 3: Proposed Runoff Area=8,226 sf 24.51% Impervious Runoff Depth>1.43" Flow Length=146' Tc=8.0 min CN=80 Runoff=0.48 cfs 0.022 of Subcatchment PSC 6: Proposed Runoff Area=12,258 sf 31.15% Impervious Runoff Depth>1.50" Flow Length=49' Tc=4.1 min CN=81 Runoff=0.86 cfs 0.035 of Subcatchment PSC 7: Proposed Runoff Area=366,995 sf 20.46% Impervious Runoff Depth>1.00" Flow Length=1,566' Tc=25.5 min CN=73 Runoff=8.45 cfs 0.699 of Subcatchment PSC 8: Proposed Runoff Area=5,995 sf 48.99% Impervious Runoff Depth>1.50" Flow Length=148' Slope=0.0500 '/' Tc=1.1 min CN=81 Runoff=0.45 cfs 0.017 of Subcatchment PSC-7A: Proposed Runoff Area=5,604 sf 35.97% Impervious Runoff Depth>1.64" Flow Length=35' Slope=0.0100 '/' Tc=0.8 min CN=83 Runoff=0.46 cfs 0.018 of Subcatchment UP 1: Upland Watershed 1 Runoff Area=187,023 sf 0.00% Impervious Runoff Depth>0.61" Flow Length=557' Tc=15.0 min CN=65 Runoff=3.29 cfs 0.220 of Subcatchment UP 2: Upland Watershed 2 Runoff Area=71,533 sf 0.00% Impervious Runoff Depth>0.61" Flow Length=410' Slope=0.0300 '/' Tc=14.5 min CN=65 Runoff=1.28 cfs 0.084 of Reach Div: Diversion Swale Avg. Flow Depth=0.53' Max Vet=3.14 fps Inflow=6.63 cfs 0.473 of n=0.030 L=2,079.0' S=0.0168 '/' Capacity=75.76 cfs Outflow=4.59 cfs 0.461 of Reach DP 2: Design Point Summation 2 Inflow=7.79 cfs 1.225 of Outflow=7.79 cfs 1.225 of Reach RS: Road Swale Avg. Flow Depth=0.60' Max Vet=3.96 fps Inflow=8.45 cfs 0.699 of n=0.027 L=1,232.0' S=0.0187 '/' Capacity=56.90 cfs Outflow=7.91 cfs 0.692 of Pond BR 2: Bioretention Area 2 Peak Elev=3.54' Storage=1,050 cf Inflow=0.85 cfs 0.050 of Primary=0.18 cfs 0.034 of Secondary=0.00 cfs 0.000 of Outflow=0.18 cfs 0.034 of Pond BR 3: Bioretention Area 3 Peak EIev=2.90' Storage=391 cf Inflow=0.48 cfs 0.022 of Primary=0.23 cfs 0.015 of Secondary=0.00 cfs 0.000 of Outflow=0.23 cfs 0.015 of Pond BR 6: Bioretention Area 6 Peak EIev=3.79' Storage=659 cf Inflow=0.86 cfs 0.035 of Primary=0.19 cfs 0.028 of Secondary=0.00 cfs 0.000 of Outflow=0.19 cfs 0.028 of Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 6 Pond BR 7: Bioretention Area 7 Peak Elev=2.52' Storage=354 cf Inflow=0.46 cfs 0.018 of Primary=0.19 cfs 0.011 of Secondary=0.00 cfs 0.000 of Outflow=0.19 cfs 0.011 of Pond DS: Dry Swales Peak Elev=1.46' Storage=172 cf Inflow=0.45 cfs 0.017 of Outflow=0.20 cfs 0.017 of Pond FB: Forebay Peak EIev=4.80' Storage=2,928 cf Inflow=7.91 cfs 0.692 of Outflow=11.55 cfs 0.625 of Pond P: Pond Peak EIev=5.43' Storage=20,998 cf Inflow=11.55 cfs 0.625 of Primary=0.86 cfs 0.305 of Secondary=0.00 cfs 0.000 of Outflow=0.86 cfs 0.305 of Total Runoff Area = 30.917 ac Runoff Volume = 1.668 of Average Runoff Depth = 0.65" 93.08% Pervious = 28.777 ac 6.92% Impervious = 2.140 ac Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment OSC 1: Off-Site Subcatchment 1 Runoff = 3.87 cfs @ 11.97 hrs, Volume= 0.169 af, Depth> 0.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=3.40" Area (sf) CN Description 143,197 65 Brush, Good, HSG C 143,197 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 2,079 0.0170 7.61 121.77 Trap/Vee/Rect Channel Flow, Balance of Longest Flowpath Bot.W=2.00' D=2.00' Z= 3.0 '/' Top.W=14.00' n= 0.027 Subcatchment OSC 1: Off-Site Subcatchment 1 Hydrograph 4 3.87 cfs 9 11.97 hrs —Runoff Runoff_3.87 cfs @ 11.97 hrs TYPE II 24-HR 3- Rainfall=3.40" Runoff Area=143,197 sf Runoff Volume=0.169 of 0 2- Runoff Depth>0.62" U_ Flow Length=2,079' Slope=0.0170 '/' 1 _ Tc=4.6 min CN=65 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment OSC 3: Off-Site Subcatchment 3 Runoff = 3.37 cfs @ 12.18 hrs, Volume= 0.354 af, Depth> 0.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=3.40" Area (sf) CN Description 106,079 30 Brush, Good, HSG A 15,682 48 Brush, Good, HSG B 405,827 65 Brush, Good, HSG C 1,505 98 Unconnected roofs, HSG A 529,093 58 Weighted Average 527,588 99.72% Pervious Area 1,505 0.28% Impervious Area 1,505 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.8 100 0.0400 0.14 Sheet Flow, First 100' Flowpath Grass: Dense n= 0.240 P2= 2.70" 6.8 1,064 0.0300 2.60 Shallow Concentrated Flow, Balance of Flow to Channel Grassed Waterway Kv= 15.0 fps 1.0 406 0.0110 6.52 130.46 Trap/Vee/Rect Channel Flow, Balance of Flowpath Bot.W=4.00' D=2.00' Z= 3.0 '/' Top.W=16.00' n= 0.027 19.6 1,570 Total Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 9 Subcatchment OSC 3: Off-Site Subcatchment 3 Hydrograph 3.37 cfs @ 12.18 hrs —Runoff Runoff=3.37 cfs @ 12.18 hrs 3 TYPE II 24-HR Rainfall=3.40" Runoff Area=529,093 sf 2- Runoff Volume=0.354 of Runoff Depth>0.35" LL Flow Length=1,570' Tc=19.6 min ' CN=58 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment PSC 2: Proposed Subcatchment 2 Runoff = 0.85 cfs @ 12.07 hrs, Volume= 0.050 af, Depth> 1.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=3.40" Area (sf) CN Description 5,866 98 Paved parking & roofs 10,963 74 >75% Grass cover, Good, HSG C 16,829 82 Weighted Average 10,963 65.14% Pervious Area 5,866 34.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.1 100 0.0100 0.12 Sheet Flow, First 100' Flowpath Grass: Short n= 0.150 P2= 2.70" 0.6 65 0.0070 1.70 Shallow Concentrated Flow, Balance of Flow to Channel Paved Kv= 20.3 fps 0.1 5 0.0070 1.25 Shallow Concentrated Flow, Balance of Longest Flowpath Grassed Waterway Kv= 15.0 fps 14.8 170 Total Subcatchment PSC 2: Proposed Subcatchment 2 Hydrograph 0.95 0.9 0.85 cfs @ 12.07 hrs -Runoff 0.85 0.8 Runoff=0.85 cfs @ 12.07 hrs 0.75 TYPE II 24-HR 0.7 0.65 Rainfall-3.40" 0.6 Runoff Area-16,829 sf w 0.55 Runoff Volume-0.050 of 0.5 c 0.45 Runoff DepthA.56" LL 0.4 Flow Length=170' 0.35 0.3 Tc=14.8 min 0.25 CN=82 0.2 0.15 0.1 0.05- 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment PSC 3: Proposed Subcatchment 3 Runoff = 0.48 cfs @ 12.00 hrs, Volume= 0.022 af, Depth> 1.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=3.40" Area (sf) CN Description 2,016 98 Paved parking & roofs 6,210 74 >75% Grass cover, Good, HSG C 8,226 80 Weighted Average 6,210 75.49% Pervious Area 2,016 24.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 76 0.0300 0.17 Sheet Flow, First 100' Flowpath Grass: Short n= 0.150 P2= 2.70" 0.6 65 0.0070 1.70 Shallow Concentrated Flow, Balance of Flow to Channel Paved Kv= 20.3 fps 0.1 5 0.0070 1.25 Shallow Concentrated Flow, Balance of Longest Flowpath Grassed Waterway Kv= 15.0 fps 8.0 146 Total Subcatchment PSC 3: Proposed Subcatchment 3 Hydrograph 0.52 0.5 0.48 cfs @ 12.00 hrs -Runoff 0.48 0.46 Runoff=0.48 cfs @ 12.00 hrs 0.44= 0.42 TYPE II 24-HR 0.4 0.38 Rainfall=3.40" 0.36 0.34 Runoff Area=8,226 sf 0.32 y 0.3 Runoff Volume=0.022 of 0.2a 3 0.26 Runoff DepthA.43" a 0.24 0.22 Flow Length=146' 0.z 0.18 Tc=8.0 min 0.16- 0.14 CN=80 0.12. 0.1 0.08 0.06 0.04 0.02 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment PSC 6: Proposed Subcatchment 6 Runoff = 0.86 cfs @ 11.95 hrs, Volume= 0.035 af, Depth> 1.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=3.40" Area (sf) CN Description 3,818 98 Paved parking & roofs 8,440 74 >75% Grass cover, Good, HSG C 12,258 81 Weighted Average 8,440 68.85% Pervious Area 3,818 31.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 23 0.0200 0.12 Sheet Flow, First 100' Flowpath Grass: Short n= 0.150 P2= 2.70" 0.8 26 0.0050 0.55 Sheet Flow, Balance of Longest Flowpath Smooth surfaces n= 0.011 P2= 2.70" 4.1 49 Total Subcatchment PSC 6: Proposed Subcatchment 6 Hydrograph 0.95 0.9 1 0.86 cfs @ 11.95 hrs -Runoff 0.85 0.a Runoff=0.86 cfs @ 11.95 hrs 0.75 - - - - - TYPE Il 24-HR 0.7 ----I---- --- Rainfall-3.40" 0.6 Runoff Area-12,258 sf w 0.55 0.5 Runoff Volume-0.035 of 0 0.45 Runoff DepthA.50" LL 0.4 - -- Flow Length-49' 0.35 ----- '- 0.3 ---- -- Tc-4.1 min 0.25 CN-81 0.2 0.15 0.1 0.05 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment PSC 7: Proposed Subcatchment 7 Runoff = 8.45 cfs @ 12.21 hrs, Volume= 0.699 af, Depth> 1.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=3.40" Area (sf) CN Description 10,696 98 Paved parking & roofs 22,613 39 >75% Grass cover, Good, HSG A 14,492 98 Paved parking & roofs 21,401 61 >75% Grass cover, Good, HSG B 31,721 98 Paved parking & roofs 18,164 98 Paved parking & roofs 121,053 74 >75% Grass cover, Good, HSG C 126,855 65 Brush, Good, HSG C 366,995 73 Weighted Average 291,922 79.54% Pervious Area 75,073 20.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.5 100 0.0100 0.08 Sheet Flow, First 100' Flowpath Grass: Dense n= 0.240 P2= 2.70" 2.5 350 0.0240 2.32 Shallow Concentrated Flow, Balance of Flow to Road Grassed Waterway Kv= 15.0 fps 0.1 16 0.0100 2.03 Shallow Concentrated Flow, Balance of Flow to Swale Paved Kv= 20.3 fps 2.4 1,100 0.0170 7.61 121.77 Trap/Vee/Rect Channel Flow, Balance of Longest Flowpath Bot.W=2.00' D=2.00' Z= 3.0 '/' Top.W=14.00' n= 0.027 25.5 1,566 Total Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 14 Subcatchment PSC 7: Proposed Subcatchment 7 Hydrograph 9- - 8.45 cfs @ 12.21 hrs —Runoff $ Runoff=8.45 cfs @ 12.21 hrs 7 TYPE II 24-HR Rainfall=3.40"6-Runoff Area=366,995 sf 5- Runoff Volume=0.699 of Runoff DepthA.00" LL 4- Flow Length=1,566' 3 Tc=25.5 min CN=73 2 1- i 016 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment PSC 8: Proposed Subcatchment 8 Runoff = 0.45 cfs @ 11.91 hrs, Volume= 0.017 af, Depth> 1.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=3.40" Area (sf) CN Description 2,937 98 Paved parking & roofs 3,058 65 Brush, Good, HSG C 5,995 81 Weighted Average 3,058 51.01% Pervious Area 2,937 48.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 100 0.0500 1.82 Sheet Flow, First 100' Flowpath Smooth surfaces n= 0.011 P2= 2.70" 0.2 48 0.0500 4.54 Shallow Concentrated Flow, Balance of Flow to Channel Paved Kv= 20.3 fps 1.1 148 Total Subcatchment PSC 8: Proposed Subcatchment 8 Hydrograph 0.48 ---- -'- 0.46 ------- 0.45 cfs @ 11.91 hrs -Runoff 0.44 ----- '- 0.42 Runoff=0.45 cfs @ 11.91 hrs 0.38 TYPE II 24-HR 0.36 0.34 Rainfall-3.40" 0.32 0.3 � Runoff Area-5 995 sf 0.3 w 028 Runoff Volume-0.017 of 0.2s 3 0.24 0 --- Runoff DepthA.50" LL 0.22 0.2 Flow Length=148' 0.18 0.16 Slope=0.0500 '/' 014 Tc=1.1 min 0.12 0.1 CN=81 0.08 ----------- ------ ----r------ 0.06 ---- ------ ---L------ 0.04 0.02 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment PSC-7A: Proposed Subcatchment 7A Runoff = 0.46 cfs @ 11.90 hrs, Volume= 0.018 af, Depth> 1.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=3.40" Area (sf) CN Description 3,588 74 >75% Grass cover, Good, HSG C 2,016 98 Roofs, HSG C 5,604 83 Weighted Average 3,588 64.03% Pervious Area 2,016 35.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 35 0.0100 0.78 Sheet Flow, Balance of Longest Flowpath Smooth surfaces n= 0.011 P2= 2.70" Subcatchment PSC-7A: Proposed Subcatchment 7A Hydrograph 0.5 0.48 0.46 cfs @ 11.90 hrs -Runoff 0.46 0.44 Runoff=0.46 cfs @ 11.90 hrs 0.42 0.4 TYPE II 24-HR 0.38 0.36 Rainfall-3.40" 0.34 0.32 Runoff Area-5,604 sf 0.2$ Runoff Volume-0.018 of 0.2s 0 0.24 Runoff DepthA.64" u 0.22 0.2 Flow Length-35' 0.16- Slope=0.0100 '/' 0.14 Tc=0.8 min 0.12 0.1 CN=83 0.08 0.06- 0.04 0.02 0 . . . 5 6 7 8 9 10 11 12 1,3 14 15 16 17 18 19 2,0 Time (hours) Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment UP 1: Upland Watershed 1 Runoff = 3.29 cfs @ 12.10 hrs, Volume= 0.220 af, Depth> 0.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=3.40" Area (sf) CN Description 187,023 65 Brush, Good, HSG C 187,023 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 100 0.0360 0.14 Sheet Flow, First 100' Flowpath Grass: Dense n= 0.240 P2= 2.70" 2.7 457 0.0350 2.81 Shallow Concentrated Flow, Balance of Longest Flowpath Grassed Waterway Kv= 15.0 fps 15.0 557 Total Subcatchment UP 1: Upland Watershed 1 Hydrograph 3.29 cfs @ 12.10 hrs —Runoff 3- Runoff=3.29 cfs @ 12.10 hrs TYPE II 24-HR Rainfall-3.40" Runoff Area-187,023 sf 2 Runoff Volume-0.220 of Runoff Depth>0.61" LL Flow Length-557' Tc=15.0 min 1- CN=65 0-.1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment UP 2: Upland Watershed 2 Runoff = 1.28 cfs @ 12.09 hrs, Volume= 0.084 af, Depth> 0.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=3.40" Area (sf) CN Description 71,533 65 Brush, Good, HSG C 71,533 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.9 155 0.0300 0.20 Sheet Flow, First 100' Flowpath Grass: Short n= 0.150 P2= 2.70" 1.6 255 0.0300 2.60 Shallow Concentrated Flow, Balance of Longest Flowpath Grassed Waterway Kv= 15.0 fps 14.5 410 Total Subcatchment UP 2: Upland Watershed 2 Hydrograph 1.28 cfs @ 12.09 hrs —Runoff Runoff=1.28 cfs @ 12.09 hrs TYPE II 24-HR 1- Rainfall-3.40" Runoff Area-71,533 sf Runoff Volume-0.084 of Runoff Depth>0.61" LL Flow Length=410' Slope=0.0300 '/' Tc=14.5 min CN=65 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 19 Summary for Reach Div: Diversion Swale Inflow Area = 9.223 ac, 0.00% Impervious, Inflow Depth > 0.62" Inflow = 6.63 cfs @ 12.01 hrs, Volume= 0.473 of Outflow = 4.59 cfs @ 12.35 hrs, Volume= 0.461 af, Atten= 31%, Lag= 20.3 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.14 fps, Min. Travel Time= 11.0 min Avg. Velocity = 1.60 fps, Avg. Travel Time= 21.6 min Peak Storage= 3,066 cf @ 12.16 hrs Average Depth at Peak Storage= 0.53' Bank-Full Depth= 2.00' Flow Area= 10.7 sf, Capacity= 75.76 cfs 8.00' x 2.00' deep Parabolic Channel, n= 0.030 Length= 2,079.0' Slope= 0.0168 '/' Inlet Invert= 0.00', Outlet Invert= -35.00' Reach Div: Diversion Swale Hydrograph 7 6.63 cfs @ 12.01 hrs Inflow Outflow Inflow Area=9.223 ac 6 Inflow=6.63 cfs @ 12.01 hrs Outflow=4.59 cfs @ 12.35 hrs 5 4.59 cfs @ 12.35 hrs Avg. Flow Depth=0.53 Max Vet=3.14 fps 4 n=0.030 3 - L=2,079.0- 3 S=0.0168 '/' Capacity=75.76 cfs 2- 1- 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 20 Summary for Reach DP 2: Design Point Summation 2 Inflow Area = 30.917 ac, 6.92% Impervious, Inflow Depth > 0.48" Inflow = 7.79 cfs @ 12.28 hrs, Volume= 1.225 of Outflow = 7.79 cfs @ 12.28 hrs, Volume= 1.225 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach DP 2: Design Point Summation 2 Hydrograph 8- 7.79 cfs @ 12.28 hrs _Inflow Outflow Inflow Area=30.917 ac 7 Inflow=7.79 cfs @ 12.28 hrs 6-: Outflow=7.79 cfs @ 12.28 hrs y 5- 3 0 4- LL - 3- 2- 1- 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 21 Summary for Reach RS: Road Swale Inflow Area = 8.425 ac, 20.46% Impervious, Inflow Depth > 1.00" Inflow = 8.45 cfs @ 12.21 hrs, Volume= 0.699 of Outflow = 7.91 cfs @ 12.36 hrs, Volume= 0.692 af, Atten= 6%, Lag= 9.3 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.96 fps, Min. Travel Time= 5.2 min Avg. Velocity = 1.78 fps, Avg. Travel Time= 11.5 min Peak Storage= 2,470 cf @ 12.27 hrs Average Depth at Peak Storage= 0.60' Bank-Full Depth= 1.50' Flow Area= 8.0 sf, Capacity= 56.90 cfs 8.00' x 1.50' deep Parabolic Channel, n= 0.027 Length= 1,232.0' Slope= 0.0187 7' Inlet Invert= 0.00', Outlet Invert= -23.00' Reach RS: Road Swale Hydrograph 9 8.45 cfs @ 12.21 hrs Inflow —Outflow 8- 7.91 cfs @ 12.36 hrs Inflow Area=8.425 ac Inflow=8.45 cfs @ 12.21 hrs 7 Outflow=7.91 cfs @ 12.36 hrs 6- Avg. Flow Depth=0.60' Max Vet=3.96 fps 3 5 n=0.027 4- L=1,232.0' - S=0.0187 3- Capacity=56.90 cfs 2- 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 22 Summary for Pond BR 2: Bioretention Area 2 Inflow Area = 0.386 ac, 34.86% Impervious, Inflow Depth > 1.56" Inflow = 0.85 cfs @ 12.07 hrs, Volume= 0.050 of Outflow = 0.18 cfs @ 12.43 hrs, Volume= 0.034 af, Atten= 79%, Lag= 21.9 min Primary = 0.18 cfs @ 12.43 hrs, Volume= 0.034 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 3.54' @ 12.43 hrs Surf.Area= 1,114 sf Storage= 1,050 cf Flood Elev= 5.00' Surf.Area= 0 sf Storage= 2,454 cf Plug-Flow detention time= 127.1 min calculated for 0.034 of (68% of inflow) Center-of-Mass det. time= 57.5 min ( 852.2 - 794.7 ) Volume Invert Avail.Storage Storage Description #1 0.00, 2,454 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 438 0 0 1.00 438 438 438 1.10 219 33 471 3.50 219 526 996 3.51 1,094 7 1,003 4.50 1,669 1,368 2,371 4.60 0 83 2,454 Device Routing Invert Outlet Devices #1 Secondary 4.00' 6.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Primary 2.00' 4.0" Round Culvert L= 177.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 2.00' / 1.50' S= 0.0028 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Primary OutFlow Max=0.18 cfs @ 12.43 hrs HW=3.54' (Free Discharge) L2=Culvert (Barrel Controls 0.18 cfs @ 2.06 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=0.00' (Free Discharge) L1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 23 Pond BR 2: Bioretention Area 2 Hydrograph 0.95 0'9 0.85 cfs @ 12.07 hrs —Inflow 0.85 —Outflow Primary 0.8 Inflow Area=0.386 ac —Secondary 0.75 Inflow=0.85 cfs @ 12.07 hrs 0.7 Outflow=0.18 cfs @ 12.43 hrs 0.65 0.s Primary=0.18 cfs @ 12.43 hrs y 0.55 Secondary=0.00 cfs @ 5.00 hrs 0.5 Peak Elev=3.54' 0 0.45 Storage=1,050 cf LL 0.4- 0.35- 0.3 0.25- 0 2 0.18 cfs @ 12.43 hrs 0.15 0.1 0.00 cfs @ 5.00 hrs 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 24 Summary for Pond BR 3: Bioretention Area 3 Inflow Area = 0.189 ac, 24.51% Impervious, Inflow Depth > 1.43" Inflow = 0.48 cfs @ 12.00 hrs, Volume= 0.022 of Outflow = 0.23 cfs @ 12.11 hrs, Volume= 0.015 af, Atten= 52%, Lag= 7.0 min Primary = 0.23 cfs @ 12.11 hrs, Volume= 0.015 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 2.90' @ 12.11 hrs Surf.Area= 99 sf Storage= 391 cf Flood Elev= 5.00' Surf.Area= 0 sf Storage= 1,189 cf Plug-Flow detention time= 116.1 min calculated for 0.015 of (69% of inflow) Center-of-Mass det. time= 44.6 min ( 838.7 - 794.1 ) Volume Invert Avail.Storage Storage Description #1 0.00, 1,189 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 198 0 0 1.00 198 198 198 1.10 99 15 213 3.50 99 238 450 3.51 495 3 453 4.50 901 691 1,144 4.60 0 45 1,189 Device Routing Invert Outlet Devices #1 Secondary 4.00' 6.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Primary 2.00' 4.0" Round Culvert L= 57.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 2.00' / 1.50' S= 0.0088 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Primary OutFlow Max=0.23 cfs @ 12.11 hrs HW=2.87' (Free Discharge) L2=Culvert (Barrel Controls 0.23 cfs @ 2.64 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=0.00' (Free Discharge) L1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 25 Pond BR 3: Bioretention Area 3 Hydrograph 0.52 0.5 0.48 cfs @ 12.00 hrs -Inflow 0.48 -Outflow 0.46 -Primary Inflow Area=0.189 ac -secondary 0.44 0.42 Inflow=0.48 cfs @ 12.00 hrs 0.o.38 Outflow=0.23 cfs @ 12.11 hrs 0.3 Primar 0.23 cfs @ 12.11 hrs 0.34 y- 0.32 Secondary=0.00 cfs @ 5.00 hrs 0.o.28 Peak Elev=2.90' 3 0.26 0.23 cfs @ 12.11 hrs ,° 0.24 Storage=391 cf 0.2z 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06- 4 0.00 cfs @ 5.00 hrs 61 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 26 Summary for Pond BR 6: Bioretention Area 6 Inflow Area = 0.281 ac, 31.15% Impervious, Inflow Depth > 1.50" Inflow = 0.86 cfs @ 11.95 hrs, Volume= 0.035 of Outflow = 0.19 cfs @ 12.10 hrs, Volume= 0.028 af, Atten= 78%, Lag= 9.0 min Primary = 0.19 cfs @ 12.10 hrs, Volume= 0.028 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 3.79' @ 12.10 hrs Surf.Area= 693 sf Storage= 659 cf Flood Elev= 5.00' Surf.Area= 0 sf Storage= 1,348 cf Plug-Flow detention time= 95.8 min calculated for 0.027 of (78% of inflow) Center-of-Mass det. time= 37.9 min ( 826.7 - 788.7 ) Volume Invert Avail.Storage Storage Description #1 0.00, 1,348 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 180 0 0 1.00 180 180 180 1.10 90 14 194 3.50 90 216 410 3.51 451 3 412 4.50 1,307 870 1,282 4.60 0 65 1,348 Device Routing Invert Outlet Devices #1 Secondary 4.00' 6.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Primary 2.50' 4.0" Round Culvert L= 132.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 2.50' / 2.00' S= 0.0038 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Primary OutFlow Max=0.19 cfs @ 12.10 hrs HW=3.79' (Free Discharge) L2=Culvert (Barrel Controls 0.19 cfs @ 2.18 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=0.00' (Free Discharge) L1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 27 Pond BR 6: Bioretention Area 6 Hydrograph 0.95 0.9 0.86 cfs @ 11.95 hrs —Inflow Outflow 0.85 —Primary 0.8 Inflow Area=0.281 ac —Secondary 0.75 Inflow=0.86 cfs @ 11.95 hrs 0 7 Outflow=0.19 cfs @ 12.10 hrs 0.65 Primary=0.19 cfs @ 12.10 hrs 0.6 N 0.55 Secondary=0.00 cfs @ 5.00 hrs 0.5 Peak Elev=3.79' 0 0.45 Storage=659 cf 0.4 0.35 0.3 0.25 0.2 0.19cfs@12.10hrs 0.15' 0.1 0.00 cfs @ 5.00 hrs 0 . . . . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 28 Summary for Pond BR 7: Bioretention Area 7 Inflow Area = 0.129 ac, 35.97% Impervious, Inflow Depth > 1.64" Inflow = 0.46 cfs @ 11.90 hrs, Volume= 0.018 of Outflow = 0.19 cfs @ 12.00 hrs, Volume= 0.011 af, Atten= 59%, Lag= 5.8 min Primary = 0.19 cfs @ 12.00 hrs, Volume= 0.011 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 2.52' @ 12.00 hrs Surf.Area= 99 sf Storage= 354 cf Flood Elev= 5.00' Surf.Area= 0 sf Storage= 1,189 cf Plug-Flow detention time= 136.6 min calculated for 0.011 of (60% of inflow) Center-of-Mass det. time= 60.1 min ( 841.5 - 781.3 ) Volume Invert Avail.Storage Storage Description #1 0.00, 1,189 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 198 0 0 1.00 198 198 198 1.10 99 15 213 3.50 99 238 450 3.51 495 3 453 4.50 901 691 1,144 4.60 0 45 1,189 Device Routing Invert Outlet Devices #1 Secondary 4.00' 6.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Primary 2.00' 4.0" Round Culvert L= 57.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 2.00' / 1.50' S= 0.0088 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Primary OutFlow Max=0.19 cfs @ 12.00 hrs HW=2.52' (Free Discharge) L2=Culvert (Barrel Controls 0.19 cfs @ 2.14 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=0.00' (Free Discharge) L1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 29 Pond BR 7: Bioretention Area 7 Hydrograph 0.5 0.48 0.46 cfs @ 11.90 hrs Mi 0.46 0.44-0.42Inflow Area=0.129 ac 0.4 Inflow=0.46 cfs @ 11.90 hrs 0.38 0.36= Outflow=0.19 cfs @ 12.00 hrs 0.34 Primary=0.19 cfs @ 12.00 hrs 00 3 Secondary=0.00 cfs @ 5.00 hrs 0.2s Peak Elev=2.52' 0 0.24 Storage=354 cf u- 0.22 0.19 cfs @ 12.00 hrs 0.2 0.18 0.16 0.14= 0.12 0.1 0.08- 0.06 0.04 0.00 cfs @ 5.00 hrs 0 . . . . . . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 30 Summary for Pond DS: Dry Swales Inflow Area = 0.138 ac, 48.99% Impervious, Inflow Depth > 1.50" Inflow = 0.45 cfs @ 11.91 hrs, Volume= 0.017 of Outflow = 0.20 cfs @ 11.99 hrs, Volume= 0.017 af, Atten= 54%, Lag= 5.3 min Primary = 0.20 cfs @ 11.99 hrs, Volume= 0.017 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1.46' @ 11.99 hrs Surf.Area= 350 sf Storage= 172 cf Flood Elev= 5.00' Surf.Area= 0 sf Storage= 1,146 cf Plug-Flow detention time= 14.2 min calculated for 0.017 of (99% of inflow) Center-of-Mass det. time= 9.8 min ( 796.2 - 786.4 ) Volume Invert Avail.Storage Storage Description #1 0.00, 573 cf Custom Stage Data (Prismatic) Listed below 573 cf x 2.00 = 1,146 cf Total Available Storage Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 0.00 175 0.0 0 0 1.00 175 40.0 70 70 1.10 175 20.0 4 74 3.50 175 20.0 84 158 3.51 175 100.0 2 159 4.50 600 100.0 384 543 4.60 0 100.0 30 573 Device Routing Invert Outlet Devices #1 Primary 4.00' 6.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Primary 0.00' 4.0" Round Culvert L= 127.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 0.00' / -0.50' S= 0.0039 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Primary OutFlow Max=0.20 cfs @ 11.99 hrs HW=1.44' (Free Discharge) �__1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 2=Culvert (Barrel Controls 0.20 cfs @ 2.33 fps) Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 31 Pond DS: Dry Swales Hydrograph 0.48 0.46 0.45 cfs @ 11.91 hrs -Inflow 0.44 -Primary 0.42 Inflow Area=0.138 ac 0.4 0.38 Inflow=0.45 cfs @ 11.91 hrs 0.36 Primary=0.20 cfs @ 11.99 hrs 0.34 0.32 Peak Elev=1.46' 028 Storage=172 cf 0.26 c 0.24 LL 0.22 0.20 cfs @ 11.99 hrs 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 . . . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 32 Summary for Pond FB: Forebay Inflow Area = 8.425 ac, 20.46% Impervious, Inflow Depth > 0.99" Inflow = 7.91 cfs @ 12.36 hrs, Volume= 0.692 of Outflow = 11.55 cfs @ 12.40 hrs, Volume= 0.625 af, Atten= 0%, Lag= 2.1 min Primary = 11.55 cfs @ 12.40 hrs, Volume= 0.625 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 4.80' @ 12.40 hrs Surf.Area= 0 sf Storage= 2,928 cf Flood Elev= 4.00' Surf.Area= 1,536 sf Storage= 2,852 cf Plug-Flow detention time= 42.4 min calculated for 0.625 of (90% of inflow) Center-of-Mass det. time= 11.4 min ( 844.0 - 832.6 ) Volume Invert Avail.Storage Storage Description #1 0.00, 2,928 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 113 0 0 1.00 345 229 229 2.00 633 489 718 3.00 1,049 841 1,559 4.00 1,536 1,293 2,852 4.10 0 77 2,928 Device Routing Invert Outlet Devices #1 Primary 4.00' 6.0' long x 4.0' 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) 2.38 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=11.37 cfs @ 12.40 hrs HW=4.79' (Free Discharge) L1=Broad-Crested Rectangular Weir (Weir Controls 11.37 cfs @ 2.39 fps) Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 33 Pond FB: Forebay Hydrograph 12 11.55 cfs @ 12.40 hrs —Inflow Primary ,1 Inflow Area=8.425 ac 10= Inflow=7.91 cfs @ 12.36 hrs 9 Primary_11.55 cfs @ 12.40 hrs 7.91 cfs .36 hrs Peak Elev=4.80' 8 Storage=2,928 cf w 7- 2 6_ LL 5- 4- 3- 2- 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 34 Summary for Pond P: Pond Inflow Area = 8.425 ac, 20.46% Impervious, Inflow Depth > 0.89" Inflow = 11.55 cfs @ 12.40 hrs, Volume= 0.625 of Outflow = 0.86 cfs @ 13.94 hrs, Volume= 0.305 af, Atten= 93%, Lag= 92.7 min Primary = 0.86 cfs @ 13.94 hrs, Volume= 0.305 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Starting Elev= 4.00' Surf.Area= 7,635 sf Storage= 5,821 cf Peak Elev= 5.43' @ 13.94 hrs Surf.Area= 12,612 sf Storage= 20,998 cf (15,177 cf above start) Flood Elev= 7.50' Surf.Area= 0 sf Storage= 46,941 cf (41,120 cf above start) Plug-Flow detention time= 296.5 min calculated for 0.171 of (27% of inflow) Center-of-Mass det. time= 111.7 min ( 955.8 - 844.0 ) Volume Invert Avail.Storage Storage Description #1 0.00, 46,941 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 113 0 0 1.00 314 214 214 2.00 616 465 679 3.00 1,017 817 1,495 4.00 7,635 4,326 5,821 5.00 11,788 9,712 15,533 6.00 13,709 12,749 28,281 7.00 15,740 14,725 43,006 7.50 0 3,935 46,941 Device Routing Invert Outlet Devices #1 Primary 0.00' 12.0" Round Culvert L= 104.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 0.00' / -1.00' S= 0.0096 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 4.00' 1.5"Vert. Orifice/Grate C= 0.600 #3 Device 1 5.25' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 6.50' 25.0' 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 Pinney - 10 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=3.40" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 35 Primary OutFlow Max=0.85 cfs @ 13.94 hrs HW=5.43' (Free Discharge) t-1=Culvert (Passes 0.85 cfs of 6.46 cfs potential flow) �--3=Orif 2=Orifice/Grate (Orifice Controls 0.07 cfs @ 5.63 fps) ice/Grate (Weir Controls 0.78 cfs @ 1.38 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=4.00' (Free Discharge) t-4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond P: Pond Hydrograph 12- 11.55 cfs @ 12.40 hrs —Inflow - —Outflow Primary 11- Inflow Area=8.425 ac —Secondary to- Inflow=11.55 cfs @ 12.40 hrs 9- Outflow=0.86 cfs @ 13.94 hrs Primary=0.86 cfs @ 13.94 hrs $ Secondary=0.00 cfs @ 5.00 hrs U) 7- Peak Elev=5.43' o 6- Storage=20,998 cf LL 5- 4- 3- 2- 0.86 cfs @ 13.94 hrs 1- 0.00 cfs @ 5.00 hrs 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 1 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.519 39 >75% Grass cover, Good, HSG A (PSC 7) 0.491 61 >75% Grass cover, Good, HSG B (PSC 7) 3.449 74 >75% Grass cover, Good, HSG C (PSC 2, PSC 3, PSC 6, PSC 7, PSC-7A) 2.435 30 Brush, Good, HSG A (OSC 3) 0.360 48 Brush, Good, HSG B (OSC 3) 21.522 65 Brush, Good, HSG C (OSC 1, OSC 3, PSC 7, PSC 8, UP 1, UP 2) 2.059 98 Paved parking & roofs (PSC 2, PSC 3, PSC 6, PSC 7, PSC 8) 0.046 98 Roofs, HSG C (PSC-7A) 0.035 98 Unconnected roofs, HSG A (OSC 3) 30.917 65 TOTAL AREA Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 2 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 2.989 HSG A OSC 3, PSC 7 0.851 HSG B OSC 3, PSC 7 25.018 HSG C OSC 1, OSC 3, PSC 2, PSC 3, PSC 6, PSC 7, PSC 8, PSC-7A, UP 1, UP 2 0.000 HSG D 2.059 Other PSC 2, PSC 3, PSC 6, PSC 7, PSC 8 30.917 TOTAL AREA Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 3 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.519 0.491 3.449 0.000 0.000 4.460 >75% Grass cover, Good PSC 2, PSC 3, PSC 6, PSC 7, PSC-7A 2.435 0.360 21.522 0.000 0.000 24.317 Brush, Good OSC 1, OSC 3, PSC 7, PSC 8, UP 1, UP 2 0.000 0.000 0.000 0.000 2.059 2.059 Paved parking & roofs PSC 2, PSC 3, PSC 6, PSC 7, PSC 8 0.000 0.000 0.046 0.000 0.000 0.046 Roofs PSC-7A 0.035 0.000 0.000 0.000 0.000 0.035 Unconnected roofs OSC 3 2.989 0.851 25.018 0.000 2.059 30.917 TOTAL AREA Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 4 Pipe Listing (all nodes) Line# Node In-Invert Out-Invert Length Slope n Diam/Width Height Inside-Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 BR 2 2.00 1.50 177.0 0.0028 0.013 4.0 0.0 0.0 2 BR 3 2.00 1.50 57.0 0.0088 0.013 4.0 0.0 0.0 3 BR 6 2.50 2.00 132.0 0.0038 0.013 4.0 0.0 0.0 4 BR 7 2.00 1.50 57.0 0.0088 0.013 4.0 0.0 0.0 5 DS 0.00 -0.50 127.0 0.0039 0.013 4.0 0.0 0.0 6 P 0.00 -1.00 104.0 0.0096 0.013 12.0 0.0 0.0 Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 5 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment OSC 1: Off-Site Runoff Area=143,197 sf 0.00% Impervious Runoff Depth>2.04" Flow Length=2,079' Slope=0.0170 '/' Tc=4.6 min CN=65 Runoff=13.52 cfs 0.559 of Subcatchment OSC 3: Off-Site Runoff Area=529,093 sf 0.28% Impervious Runoff Depth>1.48" Flow Length=1,570' Tc=19.6 min CN=58 Runoff=20.84 cfs 1.500 of Subcatchment PSC 2: Proposed Runoff Area=16,829 sf 34.86% Impervious Runoff Depth>3.58" Flow Length=170' Tc=14.8 min CN=82 Runoff=1.90 cfs 0.115 of Subcatchment PSC 3: Proposed Runoff Area=8,226 sf 24.51% Impervious Runoff Depth>3.39" Flow Length=146' Tc=8.0 min CN=80 Runoff=1.11 cfs 0.053 of Subcatchment PSC 6: Proposed Runoff Area=12,258 sf 31.15% Impervious Runoff Depth>3.49" Flow Length=49' Tc=4.1 min CN=81 Runoff=1.92 cfs 0.082 of Subcatchment PSC 7: Proposed Runoff Area=366,995 sf 20.46% Impervious Runoff Depth>2.71" Flow Length=1,566' Tc=25.5 min CN=73 Runoff=23.85 cfs 1.903 of Subcatchment PSC 8: Proposed Runoff Area=5,995 sf 48.99% Impervious Runoff Depth>3.49" Flow Length=148' Slope=0.0500 '/' Tc=1.1 min CN=81 Runoff=1.00 cfs 0.040 of Subcatchment PSC-7A: Proposed Runoff Area=5,604 sf 35.97% Impervious Runoff Depth>3.69" Flow Length=35' Slope=0.01007' Tc=0.8 min CN=83 Runoff=0.98 cfs 0.040 of Subcatchment UP 1: Upland Watershed 1 Runoff Area=187,023 sf 0.00% Impervious Runoff Depth>2.03" Flow Length=557' Tc=15.0 min CN=65 Runoff=12.13 cfs 0.727 of Subcatchment UP 2: Upland Watershed 2 Runoff Area=71,533 sf 0.00% Impervious Runoff Depth>2.03" Flow Length=410' Slope=0.0300 '/' Tc=14.5 min CN=65 Runoff=4.73 cfs 0.278 of Reach Div: Diversion Swale Avg. Flow Depth=1.08' Max Vet=4.89 fps Inflow=25.04 cfs 1.564 of n=0.030 L=2,079.0' S=0.0168 '/' Capacity=75.76 cfs Outflow=20.53 cfs 1.543 of Reach DP 2: Design Point Summation 2 Inflow=43.42 cfs 4.821 of Outflow=43.42 cfs 4.821 of Reach RS: Road Swale Avg. Flow Depth=0.98' Max Vet=5.46 fps Inflow=23.85 cfs 1.903 of n=0.027 L=1,232.0' S=0.0187 '/' Capacity=56.90 cfs Outflow=22.96 cfs 1.891 of Pond BR 2: Bioretention Area 2 Peak Elev=4.19' Storage=1,945 cf Inflow=1.90 cfs 0.115 of Primary=0.21 cfs 0.074 of Secondary=1.28 cfs 0.025 of Outflow=1.49 cfs 0.099 of Pond BR 3: Bioretention Area 3 Peak EIev=4.07' Storage=845 cf Inflow=1.11 cfs 0.053 of Primary=0.34 cfs 0.044 of Secondary=0.30 cfs 0.002 of Outflow=0.64 cfs 0.046 of Pond BR 6: Bioretention Area 6 Peak EIev=4.22' Storage=1,034 cf Inflow=1.92 cfs 0.082 of Primary=0.22 cfs 0.055 of Secondary=1.54 cfs 0.020 of Outflow=1.76 cfs 0.074 of Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 6 Pond BR 7: Bioretention Area 7 Peak Elev=3.87' Storage=708 cf Inflow=0.98 cfs 0.040 of Primary=0.32 cfs 0.033 of Secondary=0.00 cfs 0.000 of Outflow=0.32 cfs 0.033 of Pond DS: Dry Swales Peak Elev=3.73' Storage=491 cf Inflow=1.00 cfs 0.040 of Outflow=0.32 cfs 0.040 of Pond FB: Forebay Peak Elev=5.28' Storage=2,928 cf Inflow=22.96 cfs 1.891 of Outflow=23.15 cfs 1.824 of Pond P: Pond Peak Elev=6.70' Storage=38,587 cf Inflow=23.15 cfs 1.824 of Primary=4.65 cfs 1.325 of Secondary=5.39 cfs 0.160 of Outflow=10.04 cfs 1.486 of Total Runoff Area =30.917 ac Runoff Volume =5.297 of Average Runoff Depth = 2.06" 93.08% Pervious =28.777 ac 6.92%Impervious = 2.140 ac Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment OSC 1: Off-Site Subcatchment 1 Runoff = 13.52 cfs @ 11.96 hrs, Volume= 0.559 af, Depth> 2.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=5.85" Area (sf) CN Description 143,197 65 Brush, Good, HSG C 143,197 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 2,079 0.0170 7.61 121.77 Trap/Vee/Rect Channel Flow, Balance of Longest Flowpath Bot.W=2.00' D=2.00' Z= 3.0 '/' Top.W=14.00' n= 0.027 Subcatchment OSC 1: Off-Site Subcatchment 1 Hydrograph 15 14 13.52 cfs @ 11.96 hrs —Runoff 13- Runoff=13.52 cfs @ 11.96 hrs 12- TYPE II 24-HR 11- 10- Rainfall=5.85" 9- Runoff Area=143,197 sf 8- Runoff Volume=0.559 of 0 7_ Runoff Depth>2.04" LL 6- Flow Length=2,079' 5- Slope=0.0170 '/' 4- Tc=4.6 min 3- CN=65 2 1- _ j 5 6 7 8 9 10 1i1 12 113 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment OSC 3: Off-Site Subcatchment 3 Runoff = 20.84 cfs @ 12.14 hrs, Volume= 1.500 af, Depth> 1.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=5.85" Area (sf) CN Description 106,079 30 Brush, Good, HSG A 15,682 48 Brush, Good, HSG B 405,827 65 Brush, Good, HSG C 1,505 98 Unconnected roofs, HSG A 529,093 58 Weighted Average 527,588 99.72% Pervious Area 1,505 0.28% Impervious Area 1,505 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.8 100 0.0400 0.14 Sheet Flow, First 100' Flowpath Grass: Dense n= 0.240 P2= 2.70" 6.8 1,064 0.0300 2.60 Shallow Concentrated Flow, Balance of Flow to Channel Grassed Waterway Kv= 15.0 fps 1.0 406 0.0110 6.52 130.46 Trap/Vee/Rect Channel Flow, Balance of Flowpath Bot.W=4.00' D=2.00' Z= 3.0 '/' Top.W=16.00' n= 0.027 19.6 1,570 Total Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE //24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 9 Subcatchment OSC 3: Off-Site Subcatchment 3 Hydrograph 23 22 120.84 cfs @ 12.14 hrs —Runoff 21 20 Runoff-20.84 cfs @ 12.14 hrs 19 18 TYPE II 24-HR 16 Rainfall-5.85" 14 Runoff Area-529,093 sf w 13 Runoff Volume-1.500 of 12 0 11 Runoff DepthA.48" LL 19 Flow Length-1,570' 8 Tc-19.6 min 7 6 CN-58 5 4 3 2 1 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment PSC 2: Proposed Subcatchment 2 Runoff = 1.90 cfs @ 12.06 hrs, Volume= 0.115 af, Depth> 3.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=5.85" Area (sf) CN Description 5,866 98 Paved parking & roofs 10,963 74 >75% Grass cover, Good, HSG C 16,829 82 Weighted Average 10,963 65.14% Pervious Area 5,866 34.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.1 100 0.0100 0.12 Sheet Flow, First 100' Flowpath Grass: Short n= 0.150 P2= 2.70" 0.6 65 0.0070 1.70 Shallow Concentrated Flow, Balance of Flow to Channel Paved Kv= 20.3 fps 0.1 5 0.0070 1.25 Shallow Concentrated Flow, Balance of Longest Flowpath Grassed Waterway Kv= 15.0 fps 14.8 170 Total Subcatchment PSC 2: Proposed Subcatchment 2 Hydrograph 2 1.90 cfs @ 12.06 hrs —Runoff Runoff=1.90 cfs @ 12.06 hrs TYPE II 24-HR Rainfall-5.85" Runoff Area-16,829 sf Runoff Volume-0.115 of 1 Runoff Depth>3.58" LL Flow Length=170' Tc=14.8 min CN=82 0 . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment PSC 3: Proposed Subcatchment 3 Runoff = 1.11 cfs @ 11.99 hrs, Volume= 0.053 af, Depth> 3.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=5.85" Area (sf) CN Description 2,016 98 Paved parking & roofs 6,210 74 >75% Grass cover, Good, HSG C 8,226 80 Weighted Average 6,210 75.49% Pervious Area 2,016 24.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 76 0.0300 0.17 Sheet Flow, First 100' Flowpath Grass: Short n= 0.150 P2= 2.70" 0.6 65 0.0070 1.70 Shallow Concentrated Flow, Balance of Flow to Channel Paved Kv= 20.3 fps 0.1 5 0.0070 1.25 Shallow Concentrated Flow, Balance of Longest Flowpath Grassed Waterway Kv= 15.0 fps 8.0 146 Total Subcatchment PSC 3: Proposed Subcatchment 3 Hydrograph 1.11 cfs @ 11.99 hrs —Runoff Runoff=1.11 cfs @ 11.99 hrs 1- TYPE II 24-HR Rainfall-5.85" Runoff Area-8,226 sf Runoff Volume-0.053 of Runoff Depth>3.39" LL Flow Length=146' Tc=8.0 min CN=80 _j - 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment PSC 6: Proposed Subcatchment 6 Runoff = 1.92 cfs @ 11.95 hrs, Volume= 0.082 af, Depth> 3.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=5.85" Area (sf) CN Description 3,818 98 Paved parking & roofs 8,440 74 >75% Grass cover, Good, HSG C 12,258 81 Weighted Average 8,440 68.85% Pervious Area 3,818 31.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 23 0.0200 0.12 Sheet Flow, First 100' Flowpath Grass: Short n= 0.150 P2= 2.70" 0.8 26 0.0050 0.55 Sheet Flow, Balance of Longest Flowpath Smooth surfaces n= 0.011 P2= 2.70" 4.1 49 Total Subcatchment PSC 6: Proposed Subcatchment 6 Hydrograph 2 1.92 cfs @ 11.95 hrs —Runoff Runoff=1.92 cfs @ 11.95 hrs TYPE II 24-HR Rainfall-5.85" Runoff Area-12,258 sf Runoff Volume-0.082 of 1 Runoff Depth>3.49" U. Flow Length-49' Tc-4.1 min CN-81 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment PSC 7: Proposed Subcatchment 7 Runoff = 23.85 cfs @ 12.19 hrs, Volume= 1.903 af, Depth> 2.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=5.85" Area (sf) CN Description 10,696 98 Paved parking & roofs 22,613 39 >75% Grass cover, Good, HSG A 14,492 98 Paved parking & roofs 21,401 61 >75% Grass cover, Good, HSG B 31,721 98 Paved parking & roofs 18,164 98 Paved parking & roofs 121,053 74 >75% Grass cover, Good, HSG C 126,855 65 Brush, Good, HSG C 366,995 73 Weighted Average 291,922 79.54% Pervious Area 75,073 20.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.5 100 0.0100 0.08 Sheet Flow, First 100' Flowpath Grass: Dense n= 0.240 P2= 2.70" 2.5 350 0.0240 2.32 Shallow Concentrated Flow, Balance of Flow to Road Grassed Waterway Kv= 15.0 fps 0.1 16 0.0100 2.03 Shallow Concentrated Flow, Balance of Flow to Swale Paved Kv= 20.3 fps 2.4 1,100 0.0170 7.61 121.77 Trap/Vee/Rect Channel Flow, Balance of Longest Flowpath Bot.W=2.00' D=2.00' Z= 3.0 '/' Top.W=14.00' n= 0.027 25.5 1,566 Total Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE //24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 14 Subcatchment PSC 7: Proposed Subcatchment 7 Hydrograph 26 25 23.85 cfs @ 12.19 hrs —Runoff 24 23 22_ Runoff-23.85 cfs @ 12.19 hrs 21 TYPE II 24-HR 20 ;$- Rainfall-5.85" 16 Runoff Area-366,995 sf 15 - - - - - - - - - - - Runoff Volume-1.903 of 14- 3 13= 0 Runoff Depth>2.71" 12_ LL " Flow Length-1,566' 10 9= - - - - - - - - - - Tc-25.5 min 8 7 CN-73 6 5 4 3 2 - - - - 1 - - 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment PSC 8: Proposed Subcatchment 8 Runoff = 1.00 cfs @ 11.90 hrs, Volume= 0.040 af, Depth> 3.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=5.85" Area (sf) CN Description 2,937 98 Paved parking & roofs 3,058 65 Brush, Good, HSG C 5,995 81 Weighted Average 3,058 51.01% Pervious Area 2,937 48.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 100 0.0500 1.82 Sheet Flow, First 100' Flowpath Smooth surfaces n= 0.011 P2= 2.70" 0.2 48 0.0500 4.54 Shallow Concentrated Flow, Balance of Flow to Channel Paved Kv= 20.3 fps 1.1 148 Total Subcatchment PSC 8: Proposed Subcatchment 8 Hydrograph 1.00 cfs @ 11.90 hrs —Runoff 1 Runoff=1.00 cfs @ 11.90 hrs TYPE II 24-HR Rainfall=5.85" Runoff Area=5,995 sf Runoff Volume=0.040 of Runoff Depth>3.49" U. Flow Length=148' Slope=0.0500 '/' Tc=1.1 min CN=81 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE //24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment PSC-7A: Proposed Subcatchment 7A Runoff = 0.98 cfs @ 11.90 hrs, Volume= 0.040 af, Depth> 3.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=5.85" Area (sf) CN Description 3,588 74 >75% Grass cover, Good, HSG C 2,016 98 Roofs, HSG C 5,604 83 Weighted Average 3,588 64.03% Pervious Area 2,016 35.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 35 0.0100 0.78 Sheet Flow, Balance of Longest Flowpath Smooth surfaces n= 0.011 P2= 2.70" Subcatchment PSC-7A: Proposed Subcatchment 7A Hydrograph 1 0.98 cfs @ 11.90 hrs —Runoff Runoff=0.98 cfs @ 11.90 hrs TYPE II 24-HR Rainfall=5.85" Runoff Area=5,604 sf Runoff Volume=0.040 of Runoff Depth>3.69" U. Flow Length=35' Slope=0.0100 '/' Tc=0.8 min CN=83 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment UP 1: Upland Watershed 1 Runoff = 12.13 cfs @ 12.08 hrs, Volume= 0.727 af, Depth> 2.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=5.85" Area (sf) CN Description 187,023 65 Brush, Good, HSG C 187,023 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 100 0.0360 0.14 Sheet Flow, First 100' Flowpath Grass: Dense n= 0.240 P2= 2.70" 2.7 457 0.0350 2.81 Shallow Concentrated Flow, Balance of Longest Flowpath Grassed Waterway Kv= 15.0 fps 15.0 557 Total Subcatchment UP 1: Upland Watershed 1 Hydrograph 13 —Runoff 12.13 cfs @ 12.08 Lrsj 12- Runoff=12.13 cfs @ 12.08 hrs 11 _ TYPE II 24-HR 10 Rainfall=5.85" 9 8 Runoff Area=187,023 sf Runoff Volume=0.727 of Runoff Depth>2.03" LL 6: - Flow Length=557' 5 Tc=15.0 min 4 CN=65 3- 2 1- 0 5 6 7 8 9 10 1,1 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment UP 2: Upland Watershed 2 Runoff = 4.73 cfs @ 12.07 hrs, Volume= 0.278 af, Depth> 2.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs TYPE II 24-HR Rainfall=5.85" Area (sf) CN Description 71,533 65 Brush, Good, HSG C 71,533 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.9 155 0.0300 0.20 Sheet Flow, First 100' Flowpath Grass: Short n= 0.150 P2= 2.70" 1.6 255 0.0300 2.60 Shallow Concentrated Flow, Balance of Longest Flowpath Grassed Waterway Kv= 15.0 fps 14.5 410 Total Subcatchment UP 2: Upland Watershed 2 Hydrograph 5 4.73 cfs @ 12.07 hrs —Runoff Runoff=4.73 cfs @ 12.07 hrs 4 TYPE II 24-HR Rainfall=5.85" Runoff Area=71,533 sf cj� 3-Runoff Volume=0.278 of Runoff Depth>2.03" LL 2_ Flow Length=410' Slope=0.0300 '/' Tc=14.5 min 1 CN=65 0-. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 19 Summary for Reach Div: Diversion Swale Inflow Area = 9.223 ac, 0.00% Impervious, Inflow Depth > 2.04" Inflow = 25.04 cfs @ 12.00 hrs, Volume= 1.564 of Outflow = 20.53 cfs @ 12.21 hrs, Volume= 1.543 af, Atten= 18%, Lag= 12.6 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 4.89 fps, Min. Travel Time= 7.1 min Avg. Velocity = 2.03 fps, Avg. Travel Time= 17.1 min Peak Storage= 8,794 cf @ 12.09 hrs Average Depth at Peak Storage= 1.08' Bank-Full Depth= 2.00' Flow Area= 10.7 sf, Capacity= 75.76 cfs 8.00' x 2.00' deep Parabolic Channel, n= 0.030 Length= 2,079.0' Slope= 0.0168 '/' Inlet Invert= 0.00', Outlet Invert= -35.00' Reach Div: Diversion Swale Hydrograph 28- 26= 1 25.04 cfs @ 12.00 hrs Inflow Outflow 24= Inflow Area=9.223 ac 22- 120.53 cfs @ 12.21 hrs flow-25.04 cfs @ 12.00 hrs 20= Outflow=20.53 cfs @ 12.21 hrs 18_ Avg. Flow Depth=1.08' 16- Max Vet=4.89 fps 3 14= n=0.030 LL 12- L=2,079.0' 10- S=0.0168 8- Capacity=75.76 cfs 6-- 4- 2 o- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 20 Summary for Reach DP 2: Design Point Summation 2 Inflow Area = 30.917 ac, 6.92% Impervious, Inflow Depth > 1.87" Inflow = 43.42 cfs @ 12.17 hrs, Volume= 4.821 of Outflow = 43.42 cfs @ 12.17 hrs, Volume= 4.821 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach DP 2: Design Point Summation 2 Hydrograph 48- 46= 43.42 cfs @ 12.17 hrs _Inflow 44- Outflow 42 Inflow Area=30.917 ac 40- 38- Inflow=43.42 cfs @ 12.17 hrs 36- 34- Outflow-43.42 cfs @ 12.17 hrs 32= 30 y 28= 26. 3 24:. LL 22 20- 18 16 14 12= 10- 8- 6= 4 2- 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 21 Summary for Reach RS: Road Swale Inflow Area = 8.425 ac, 20.46% Impervious, Inflow Depth > 2.71" Inflow = 23.85 cfs @ 12.19 hrs, Volume= 1.903 of Outflow = 22.96 cfs @ 12.31 hrs, Volume= 1.891 af, Atten= 4%, Lag= 6.7 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 5.46 fps, Min. Travel Time= 3.8 min Avg. Velocity = 2.13 fps, Avg. Travel Time= 9.6 min Peak Storage= 5,217 cf @ 12.24 hrs Average Depth at Peak Storage= 0.98' Bank-Full Depth= 1.50' Flow Area= 8.0 sf, Capacity= 56.90 cfs 8.00' x 1.50' deep Parabolic Channel, n= 0.027 Length= 1,232.0' Slope= 0.0187 7' Inlet Invert= 0.00', Outlet Invert= -23.00' Reach RS: Road Swale Hydrograph 26- 25_ 23.85 cfs 12.19 hrs Inflow 24- 22.96 cfs @ 12.31 hrs I —Outflow 23 Inflow Area=8.425 ac 22- 2i Inflow=23.85 cfs @ 12.19 hrs 20= 19= Outflow=22.96 cfs @ 12.31 hrs 18- 17 Avg. Flow Depth=0.98' 16- i5= Max Vet=5.46 fps 3 13° n=0.027 12 L=1,232.0' 11_ 10_ S=0.0187 9 8- Capacity=56.90 cfs 7- 6- 5 4=_ 3 2- 1- 0= 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=5.85" Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 22 Summary for Pond BR 2: Bioretention Area 2 Inflow Area = 0.386 ac, 34.86% Impervious, Inflow Depth > 3.58" Inflow = 1.90 cfs @ 12.06 hrs, Volume= 0.115 of Outflow = 1.49 cfs @ 12.17 hrs, Volume= 0.099 af, Atten= 21%, Lag= 6.2 min Primary = 0.21 cfs @ 12.17 hrs, Volume= 0.074 of Secondary = 1.28 cfs @ 12.17 hrs, Volume= 0.025 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 4.19' @ 12.17 hrs Surf.Area= 1,490 sf Storage= 1,945 cf Flood Elev= 5.00' Surf.Area= 0 sf Storage= 2,454 cf Plug-Flow detention time= 98.8 min calculated for 0.099 of (86% of inflow) Center-of-Mass det. time= 56.7 min ( 833.1 - 776.5 ) Volume Invert Avail.Storage Storage Description #1 0.00, 2,454 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 438 0 0 1.00 438 438 438 1.10 219 33 471 3.50 219 526 996 3.51 1,094 7 1,003 4.50 1,669 1,368 2,371 4.60 0 83 2,454 Device Routing Invert Outlet Devices #1 Secondary 4.00' 6.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Primary 2.00' 4.0" Round Culvert L= 177.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 2.00' / 1.50' S= 0.0028 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Primary OutFlow Max=0.21 cfs @ 12.17 hrs HW=4.18' (Free Discharge) L2=Culvert (Barrel Controls 0.21 cfs @ 2.42 fps) Secondary OutFlow Max=1.19 cfs @ 12.17 hrs HW=4.18' (Free Discharge) L1=Broad-Crested Rectangular Weir (Weir Controls 1.19 cfs @ 1.09 fps) Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE //24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 23 Pond BR 2: Bioretention Area 2 Hydrograph 2 1.90 cfs @ 12.06 hrs —Inflow Outflow —Primary Inflow Area=0.386 ac —secondary Inflow=1.90 cfs @ 12.06 hrs 1.49 cfs @ 12.17 hrs Outflow=1.49 cfs @ 12.17 hrs R 1.28 cfs @ 12.17 hrs Primary=0.21 cfs @ 12.17 hrs Secondary=1.28 cfs @ 12.17 hrs Peak Elev=4.19' 1 Storage=1,945 cf LL 0.21 cfs .17 hrs 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 24 Summary for Pond BR 3: Bioretention Area 3 Inflow Area = 0.189 ac, 24.51% Impervious, Inflow Depth > 3.39" Inflow = 1.11 cfs @ 11.99 hrs, Volume= 0.053 of Outflow = 0.64 cfs @ 12.10 hrs, Volume= 0.046 af, Atten= 42%, Lag= 6.7 min Primary = 0.34 cfs @ 12.11 hrs, Volume= 0.044 of Secondary = 0.30 cfs @ 12.10 hrs, Volume= 0.002 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 4.07' @ 12.11 hrs Surf.Area= 725 sf Storage= 845 cf Flood Elev= 5.00' Surf.Area= 0 sf Storage= 1,189 cf Plug-Flow detention time= 72.4 min calculated for 0.046 of (87% of inflow) Center-of-Mass det. time= 30.6 min ( 805.9 - 775.3 ) Volume Invert Avail.Storage Storage Description #1 0.00, 1,189 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 198 0 0 1.00 198 198 198 1.10 99 15 213 3.50 99 238 450 3.51 495 3 453 4.50 901 691 1,144 4.60 0 45 1,189 Device Routing Invert Outlet Devices #1 Secondary 4.00' 6.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Primary 2.00' 4.0" Round Culvert L= 57.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 2.00' / 1.50' S= 0.0088 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Primary OutFlow Max=0.34 cfs @ 12.11 hrs HW=4.07' (Free Discharge) L2=Culvert (Barrel Controls 0.34 cfs @ 3.86 fps) Secondary OutFlow Max=0.27 cfs @ 12.10 hrs HW=4.07' (Free Discharge) L1=Broad-Crested Rectangular Weir (Weir Controls 0.27 cfs @ 0.66 fps) Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE //24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 25 Pond BR 3: Bioretention Area 3 Hydrograph 1.11 cfs @ 11.99 hrs —Inflow Outflow —Primary Inflow Area=0.189 ac —secondary 1 Inflow=1.11 cfs @ 11.99 hrs Outflow=0.64 cfs @ 12.10 hrs Primary=0.34 cfs @ 12.11 hrs Secondary=0.30 cfs @ 12.10 hrs 0.64 cfs @ 12.10 hrs IPeak Elev=4.07' Storage=845 cf U- 0.30 cfs @ 12.10 hrs 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 26 Summary for Pond BR 6: Bioretention Area 6 Inflow Area = 0.281 ac, 31.15% Impervious, Inflow Depth > 3.49" Inflow = 1.92 cfs @ 11.95 hrs, Volume= 0.082 of Outflow = 1.76 cfs @ 11.98 hrs, Volume= 0.074 af, Atten= 9%, Lag= 1.9 min Primary = 0.22 cfs @ 11.98 hrs, Volume= 0.055 of Secondary = 1.54 cfs @ 11.98 hrs, Volume= 0.020 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 4.22' @ 11.98 hrs Surf.Area= 1,062 sf Storage= 1,034 cf Flood Elev= 5.00' Surf.Area= 0 sf Storage= 1,348 cf Plug-Flow detention time= 63.2 min calculated for 0.074 of (91% of inflow) Center-of-Mass det. time= 31.3 min ( 801.5 - 770.1 ) Volume Invert Avail.Storage Storage Description #1 0.00, 1,348 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 180 0 0 1.00 180 180 180 1.10 90 14 194 3.50 90 216 410 3.51 451 3 412 4.50 1,307 870 1,282 4.60 0 65 1,348 Device Routing Invert Outlet Devices #1 Secondary 4.00' 6.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Primary 2.50' 4.0" Round Culvert L= 132.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 2.50' / 2.00' S= 0.0038 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Primary OutFlow Max=0.22 cfs @ 11.98 hrs HW=4.21' (Free Discharge) L2=Culvert (Barrel Controls 0.22 cfs @ 2.47 fps) Secondary OutFlow Max=1.45 cfs @ 11.98 hrs HW=4.21' (Free Discharge) L1=Broad-Crested Rectangular Weir (Weir Controls 1.45 cfs @ 1.16 fps) Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 @ 2016 HydroCAD Software Solutions LLC Page 27 Pond BR 6: Bioretention Area 6 Hydrograph 2- 1 1.92 cfs @ 11.95 hrs LInflo w ow 1.76 cfs @ 11.98 hrs ary Inflow Area=0.281 ac ndary Inflow=1.92 cfs @ 11.95 hrs 1.54 cfs @ 11.98 hrs Outflow=1.76 cfs @ 11.98 hrs Primary=0.22 cfs @ 11.98 hrs Secondary=1.54 cfs @ 11.98 hrs Peak Elev=4.22' 0 1- Storage_1,034 cf LL 0.22 cfs 1.98 hrs 0 . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 28 Summary for Pond BR 7: Bioretention Area 7 Inflow Area = 0.129 ac, 35.97% Impervious, Inflow Depth > 3.69" Inflow = 0.98 cfs @ 11.90 hrs, Volume= 0.040 of Outflow = 0.32 cfs @ 12.00 hrs, Volume= 0.033 af, Atten= 67%, Lag= 6.4 min Primary = 0.32 cfs @ 12.00 hrs, Volume= 0.033 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 3.87' @ 12.00 hrs Surf.Area= 645 sf Storage= 708 cf Flood Elev= 5.00' Surf.Area= 0 sf Storage= 1,189 cf Plug-Flow detention time= 86.5 min calculated for 0.032 of (82% of inflow) Center-of-Mass det. time= 36.1 min ( 799.2 - 763.1 ) Volume Invert Avail.Storage Storage Description #1 0.00, 1,189 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 198 0 0 1.00 198 198 198 1.10 99 15 213 3.50 99 238 450 3.51 495 3 453 4.50 901 691 1,144 4.60 0 45 1,189 Device Routing Invert Outlet Devices #1 Secondary 4.00' 6.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Primary 2.00' 4.0" Round Culvert L= 57.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 2.00' / 1.50' S= 0.0088 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Primary OutFlow Max=0.32 cfs @ 12.00 hrs HW=3.87' (Free Discharge) L2=Culvert (Barrel Controls 0.32 cfs @ 3.69 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=0.00' (Free Discharge) L1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 29 Pond BR 7: Bioretention Area 7 Hydrograph 1 0.98 cfs @ 11.90 hrs Lln ow ary Inflow Area=0.129 ac ndary Inflow=0.98 cfs @ 11.90 hrs Outflow=0.32 cfs @ 12.00 hrs Primary=0.32 cfs @ 12.00 hrs y Secondary=0.00 cfs @ 5.00 hrs Peak Elev=3.87' LL Storage=708 cf 0.32 cfs @ 12.00 hrs 0.00 cfs @ 5.00 hrs 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 30 Summary for Pond DS: Dry Swales Inflow Area = 0.138 ac, 48.99% Impervious, Inflow Depth > 3.49" Inflow = 1.00 cfs @ 11.90 hrs, Volume= 0.040 of Outflow = 0.32 cfs @ 12.01 hrs, Volume= 0.040 af, Atten= 68%, Lag= 6.6 min Primary = 0.32 cfs @ 12.01 hrs, Volume= 0.040 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 3.73' @ 12.01 hrs Surf.Area= 542 sf Storage= 491 cf Flood Elev= 5.00' Surf.Area= 0 sf Storage= 1,146 cf Plug-Flow detention time= 15.8 min calculated for 0.040 of (99% of inflow) Center-of-Mass det. time= 13.0 min ( 780.7 - 767.7 ) Volume Invert Avail.Storage Storage Description #1 0.00, 573 cf Custom Stage Data (Prismatic) Listed below 573 cf x 2.00 = 1,146 cf Total Available Storage Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 0.00 175 0.0 0 0 1.00 175 40.0 70 70 1.10 175 20.0 4 74 3.50 175 20.0 84 158 3.51 175 100.0 2 159 4.50 600 100.0 384 543 4.60 0 100.0 30 573 Device Routing Invert Outlet Devices #1 Primary 4.00' 6.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Primary 0.00' 4.0" Round Culvert L= 127.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 0.00' / -0.50' S= 0.0039 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Primary OutFlow Max=0.32 cfs @ 12.01 hrs HW=3.73' (Free Discharge) �__1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 2=Culvert (Barrel Controls 0.32 cfs @ 3.62 fps) Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE //24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 31 Pond DS: Dry Swales Hydrograph 1.00 cfs @rPrimary=0.32 —Inflow 1 —Primary Inflow Area=0.138 ac Inflow=1.00 cfs @ 11.90 hrs cfs @ 12.01 hrs Peak Elev=3.73' y Storage=491 cf U 3 0 LL 0.32 cfs @ 12.01 hrs 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here) Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 32 Summary for Pond FB: Forebay Inflow Area = 8.425 ac, 20.46% Impervious, Inflow Depth > 2.69" Inflow = 22.96 cfs @ 12.31 hrs, Volume= 1.891 of Outflow = 23.15 cfs @ 12.33 hrs, Volume= 1.824 af, Atten= 0%, Lag= 1.7 min Primary = 23.15 cfs @ 12.33 hrs, Volume= 1.824 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 5.28' @ 12.33 hrs Surf.Area= 0 sf Storage= 2,928 cf Flood Elev= 4.00' Surf.Area= 1,536 sf Storage= 2,852 cf Plug-Flow detention time= 18.2 min calculated for 1.818 of (96% of inflow) Center-of-Mass det. time= 5.6 min ( 815.5 - 809.9 ) Volume Invert Avail.Storage Storage Description #1 0.00, 2,928 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 113 0 0 1.00 345 229 229 2.00 633 489 718 3.00 1,049 841 1,559 4.00 1,536 1,293 2,852 4.10 0 77 2,928 Device Routing Invert Outlet Devices #1 Primary 4.00' 6.0' long x 4.0' 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) 2.38 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=22.73 cfs @ 12.33 hrs HW=5.26' (Free Discharge) L1=Broad-Crested Rectangular Weir (Weir Controls 22.73 cfs @ 3.00 fps) Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE //24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 33 Pond FB: Forebay Hydrograph 25 24_ 23.15 cfs @ 12.33 hrs —Inflow 23 —Primary 22 Inflow Area=8.425 ac 20 Inflow=22.96 cfs @ 12.31 hrs 18 Primary_23.15 cfs @ 12.33 hrs i7 Peak Elev=5.28' 16 y 15 Storage=2,928 cf 14 3 13 o 12 LL 11 10 9 - - - - - - - - ' 8 7 --' -------- 6_ - - - -- - - - - - - - - - - - - - - - - - - - - 5 4 - 3- 2 1 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE//24-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD® 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 34 Summary for Pond P: Pond Inflow Area = 8.425 ac, 20.46% Impervious, Inflow Depth > 2.60" Inflow = 23.15 cfs @ 12.33 hrs, Volume= 1.824 of Outflow = 10.04 cfs @ 12.65 hrs, Volume= 1.486 af, Atten= 57%, Lag= 19.1 min Primary = 4.65 cfs @ 12.65 hrs, Volume= 1.325 of Secondary = 5.39 cfs @ 12.65 hrs, Volume= 0.160 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Starting Elev= 4.00' Surf.Area= 7,635 sf Storage= 5,821 cf Peak Elev= 6.70' @ 12.65 hrs Surf.Area= 15,131 sf Storage= 38,587 cf (32,766 cf above start) Flood Elev= 7.50' Surf.Area= 0 sf Storage= 46,941 cf (41,120 cf above start) Plug-Flow detention time= 127.6 min calculated for 1.348 of (74% of inflow) Center-of-Mass det. time= 54.0 min ( 869.6 - 815.5 ) Volume Invert Avail.Storage Storage Description #1 0.00, 46,941 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 113 0 0 1.00 314 214 214 2.00 616 465 679 3.00 1,017 817 1,495 4.00 7,635 4,326 5,821 5.00 11,788 9,712 15,533 6.00 13,709 12,749 28,281 7.00 15,740 14,725 43,006 7.50 0 3,935 46,941 Device Routing Invert Outlet Devices #1 Primary 0.00' 12.0" Round Culvert L= 104.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 0.00' / -1.00' S= 0.0096 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 4.00' 1.5"Vert. Orifice/Grate C= 0.600 #3 Device 1 5.25' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 6.50' 25.0' 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 Pinney - 100 Yr Rain Event - Proposed - DP2 Pinney_Proposed_DP2 TYPE 1124-HR Rainfall=5.85" Prepared by {enter your company name here} Printed 6/30/2016 HydroCAD@ 10.00-17 s/n 01939 ©2016 HydroCAD Software Solutions LLC Page 35 Primary OutFlow Max=4.65 cfs @ 12.65 hrs HW=6.70' (Free Discharge) t-1=Culvert (Passes 4.65 cfs of 7.18 cfs potential flow) �--3=Orif 2=Orifice/Grate (Orifice Controls 0.10 cfs @ 7.82 fps) ice/Grate (Orifice Controls 4.55 cfs @ 5.80 fps) Secondary OutFlow Max=5.29 cfs @ 12.65 hrs HW=6.70' (Free Discharge) t-4=Broad-Crested Rectangular Weir (Weir Controls 5.29 cfs @ 1.06 fps) Pond P: Pond Hydrograph 25_ 24 1 23.15 cfs @ 12.33 hrs —Inflow 23 Outflow Primary 22_ Inflow Area=8.425 ac -secondary 21- 20 Inflow=23.15 cfs @ 12.33 hrs 19- 18= Outflow=10.04 cfs @ 12.65 hrs 17- Primary=4.65 cfs @ 12.65 hrs 16- Secondar _5.39 cfs @ 12.65 hrs w 15- y 14_ Peak Elev=6.70' 13= 0 12 Storage=38,587 cf U- 11 10.04 cfs @ 12.65 hrs to- 9- 8- 7- 5.39 cfs @ 12.65 hrs 6- c s 2.65rs 5- 4- 3- 2 1 Tin 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) APPENDIX 3 SOILS DATA 201Page USDA United States A product of the National Custom Soil Resource Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for States Department of ~N RCS Agriculture and other Tompkins Federal agencies, State Natural agencies including the Resources Agricultural Experiment County, New Conservation Stations, and local Service participants York Pinney Duplex Apartments - y .• a ;firs '�, f�, . : .;�. Vet wA _ '�-� - - Y!�� R r. - .• :'S i9 0 6 000 May 11, 2016 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand,protect,or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions.The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses.The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning,onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/portal/ nres/main/soils/health/)and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center(http:// offices.sc.egov.usda.gov/locator/app?agency=nres)or your NRCS State Soil Scientist(http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads.Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture(USDA)prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation,genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means 2 for communication of program information (Braille, large print, audiotape, etc.)should contact USDA's TARGET Center at(202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice)or(202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 SoilMap..................................................................................................................7 SoilMap................................................................................................................8 Legend..................................................................................................................9 MapUnit Legend................................................................................................10 MapUnit Descriptions........................................................................................10 Tompkins County, New York..........................................................................12 BgC—Bath and Valois soils, 5 to 15 percent slopes...................................12 CfB—Conesus gravelly silt loam, 3 to 8 percent slopes..............................14 KnA—Kendaia and Lyons soils, 0 to 3 percent slopes................................16 Ly—Lyons soils, 0 to 3 percent slopes........................................................19 PaC—Palmyra gravelly loam, 5 to 15 percent simple slopes......................21 PhB—Phelps gravelly silt loam, 3 to 8 percent slopes................................22 References............................................................................................................24 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area.They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock.They observed and described many soil profiles.A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently,soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform,a soil scientist develops a concept,or model,of how they were formed.Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil scientists classified and named the soils in the survey area, they compared the 5 Custom Soil Resource Report individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil- landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and identified each as a specific map unit.Aerial photographs show trees, buildings,fields, roads, and rivers, all of which help in locating boundaries accurately. 6 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 7 Custom Soil Resource Report Soil Map F F N N ip iD n n 380060 380120 380180 380240 380300 380360 380420 380480 380540 380600 380660 42°32'33"N 42°32'33"N All ry i ••���� � � 'sir '.,-.q�.,�, •._ w y4� - 1 O O O W o— a n 9 42'32'20"N ,.e..J-�._.,..I _r 1.�_ _ R^�` '.l..i�r .n .�.'-•. -Y. �. 42'32'20"N 380060 380120 380180 380240 380300 380360 380420 380480 380540 380600 380660 3 3 5, Map Scale:1:2,910 if printed on A landscape(11"x 8.5")sheet. F Meters N N 0 40 80 160 240 I 0 100 200 400 600— Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 18N WGS84 8 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) _. Spoil Area The soil surveys that comprise your AOI were mapped at 1:20,000. Area of Interest(AOI) Stony Spot Soils Very Stony Spot Warning:Soil Map may not be valid at this scale. 0 Soil Map Unit Polygons Wet Spot Enlargement of maps beyond the scale of mapping can cause s, soil Map unit Lines Other misunderstanding of the detail of mapping and accuracy of soil line O Soil Map Unit Points placement.The maps do not show the small areas of contrasting .� Special Line Features soils that could have been shown at a more detailed scale. Special Point Features (* Blowout Water Features Streams and Canals Please rely on the bar scale on each map sheet for map Borrow Pit measurements. Transportation Clay Spot a-r+ Rails Source of Map: Natural Resources Conservation Service 0 Closed Depression N Interstate Highways Web Soil Survey URL: http://websoilsurvey.nres.usda.gov Gravel Pit US Routes Coordinate System: Web Mercator(EPSG:3857) Gravelly Spot Major Roads Maps from the Web Soil Survey are based on the Web Mercator O Landfill Local Roads projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the A Lava Flow Background Albers equal-area conic projection,should be used if more accurate Marsh or swamp Aerial Photography calculations of distance or area are required. Mine or Quarry This product is generated from the USDA-NRCS certified data as of O Miscellaneous Water the version date(s)listed below. O Perennial Water Soil Survey Area: Tompkins County,New York V Rock Outcrop Survey Area Data: Version 10,Sep 24,2015 Saline Spot Soil map units are labeled(as space allows)for map scales 1:50,000 Sandy Spot or larger. 40 Severely Eroded Spot Date(s)aerial images were photographed: Jun 2,2010—Oct 8, 0 Sinkhole 2010 Slide or Slip The orthophoto or other base map on which the soil lines were Sodic Spot compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting of map tinit boundaries may be evident. Custom Soil Resource Report Map Unit Legend Tompkins County,New York(NY109) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI BgC Bath and Valois soils,5 to 15 1.6 4.8% percent slopes CfB Conesus gravelly silt loam,3 to 8 11.2 33.0% percent slopes KnA Kendaia and Lyons soils,0 to 3 12.6 37.2% percent slopes Ly Lyons soils,0 to 3 percent slopes 0.1 0.4% PaC Palmyra gravelly loam,5 to 15 6.8 20.0% percent simple slopes PhB Phelps gravelly silt loam,3 to 8 1.6 4.6% percent slopes Totals for Area of Interest 33.9 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils.On the landscape, however,the soils are natural phenomena,and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently,every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management.These are called contrasting,or dissimilar,components.They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially 10 Custom Soil Resource Report where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps.The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha- Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 11 Custom Soil Resource Report Tompkins County, New York BgC—Bath and Valois soils, 5 to 15 percent slopes Map Unit Setting National map unit symbol: 2v32c Elevation: 330 to 2,460 feet Mean annual precipitation: 31 to 70 inches Mean annual air temperature: 39 to 52 degrees F Frost-free period: 105 to 180 days Farmland classification: Farmland of statewide importance Map Unit Composition Bath and similar soils: 40 percent Valois and similar soils: 35 percent Minor components: 25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Bath Setting Landform: Hills, mountains Landform position (two-dimensional): Backslope, shoulder, summit Landform position (three-dimensional): Interfluve, side slope Down-slope shape: Concave Across-slope shape: Linear Parent material: Loamy till derived mainly from gray and brown siltstone,sandstone, and shale Typical profile Ap - 0 to 9 inches: channery silt loam Bw1 - 9 to 15 inches: channery silt loam Bw2- 15 to 25 inches: channery loam E-25 to 29 inches: channery loam Bx-29 to 52 inches: very channery silt loam C-52 to 72 inches: very channery silt loam Properties and qualities Slope: 5 to 15 percent Percent of area covered with surface fragments: 0.0 percent Depth to restrictive feature: 26 to 38 inches to fragipan Natural drainage class: Well drained Capacity of the most limiting layer to transmit water(Ksat): Very low to moderately low (0.00 to 0.14 in/hr) Depth to water table: About 24 to 36 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Available water storage in profile: Low(about 4.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C 12 Custom Soil Resource Report Description of Valois Setting Landform: End moraines, lateral moraines, valley sides Landform position (two-dimensional): Shoulder Landform position (three-dimensional): Crest Down-slope shape: Convex Across-slope shape: Convex Parent material: Loamy till derived mainly from sandstone, siltstone, and shale Typical profile H1 -0 to 2 inches: gravelly silt loam H2-2 to 32 inches: gravelly silt loam H3- 32 to 49 inches: gravelly silt loam H4-49 to 60 inches: gravelly silt loam Properties and qualities Slope: 5 to 15 percent Depth to restrictive feature: 24 to 36 inches to fragipan Natural drainage class: Well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: About 24 to 35 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low(about 4.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Minor Components Lordstown Percent of map unit: 5 percent Landform: Benches, ridges, hills Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down-slope shape: Convex Across-slope shape: Convex Langford Percent of map unit: 5 percent Landform: Hills, till plains, drumlinoid ridges Landform position (two-dimensional): Shoulder Landform position (three-dimensional): Crest Down-slope shape: Convex Across-slope shape: Convex Volusia Percent of map unit: 5 percent Landform: Hills, mountains Landform position (two-dimensional): Footslope, summit Landform position (three-dimensional): Base slope, interfluve, side slope Down-slope shape: Concave Across-slope shape: Linear 13 Custom Soil Resource Report Mardin Percent of map unit: 5 percent Landform: Hills, mountains Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Interfluve, side slope Down-slope shape: Convex Across-slope shape: Convex Erie Percent of map unit: 5 percent Landform: Hills, till plains, drumlinoid ridges Landform position (two-dimensional): Footslope, summit Landform position (three-dimensional): Base slope, side slope Down-slope shape: Concave Across-slope shape: Linear U13—Conesus gravelly silt loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2w3j3 Elevation: 820 to 1,800 feet Mean annual precipitation: 31 to 57 inches Mean annual air temperature: 41 to 50 degrees F Frost-free period: 100 to 190 days Farmland classification: All areas are prime farmland Map Unit Composition Conesus and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Conesus Setting Landform: Drumlins, hills, till plains Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Crest Down-slope shape: Linear Across-slope shape: Convex Parent material: Calcareous loamy lodgment till derived from limestone, sandstone, and shale Typical profile Ap - 0 to 9 inches: gravelly silt loam E/B-9 to 14 inches: gravelly silt loam WE- 14 to 19 inches: gravelly silt loam Bt1 - 19 to 25 inches: gravelly silt loam Bt2-25 to 36 inches: gravelly silt loam C-36 to 79 inches: gravelly loam 14 Custom Soil Resource Report Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderately well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Moderately low to moderately high (0.01 to 1.42 in/hr) Depth to water table: About 18 to 24 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 40 percent Available water storage in profile: Moderate (about 7.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B/D Minor Components Lansing Percent of map unit: 7 percent Landform: Drumlins, hills, till plains Landform position (two-dimensional): Summit, shoulder, backslope Landform position (three-dimensional): Crest, side slope Down-slope shape: Convex Across-slope shape: Convex Kendaia Percent of map unit: 3 percent Landform: Drumlins, till plains Landform position (two-dimensional): Footslope Landform position (three-dimensional): Base slope Down-slope shape: Concave Across-slope shape: Linear Nunda Percent of map unit: 2 percent Landform: Hills, drumlinoid ridges Landform position (two-dimensional): Summit Landform position (three-dimensional): Crest Down-slope shape: Concave Across-slope shape: Convex Appleton Percent of map unit: 2 percent Landform: Drumlins, till plains Landform position (two-dimensional): Footslope Landform position (three-dimensional): Base slope Down-slope shape: Concave Across-slope shape: Linear Lyons Percent of map unit: 1 percent Landform: Depressions, drainageways Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Base slope 15 Custom Soil Resource Report Down-slope shape: Concave Across-slope shape: Concave KnA—Kendaia and Lyons soils, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2trwv Elevation: 430 to 1,510 feet Mean annual precipitation: 31 to 57 inches Mean annual air temperature: 41 to 50 degrees F Frost-free period: 100 to 190 days Farmland classification: Prime farmland if drained Map Unit Composition Kendaia and similar soils: 50 percent Lyons and similar soils: 25 percent Lyons, frequently ponded, and similar soils: 15 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Kendaia Setting Landform: Drumlins, ridges, till plains Landform position (two-dimensional): Footslope Landform position (three-dimensional): Base slope Down-slope shape: Concave Across-slope shape: Linear Parent material: Calcareous loamy lodgment till derived from limestone, sandstone, and shale Typical profile Ap - 0 to 8 inches: silt loam Bw- 8 to 15 inches: silt loam Bg- 15 to 20 inches: gravelly silt loam BCg- 20 to 24 inches: gravelly loam C- 24 to 79 inches: gravelly loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Somewhat poorly drained Runoff class: Very high Capacity of the most limiting layer to transmit water(Ksat): Very low to moderately high (0.00 to 1.42 in/hr) Depth to water table: About 6 to 18 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 40 percent Available water storage in profile: Moderate (about 7.8 inches) 16 Custom Soil Resource Report Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3w Hydrologic Soil Group: B/D Description of Lyons Setting Landform: Depressions, drainageways Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Base slope Down-slope shape: Concave Across-slope shape: Concave Parent material: Calcareous loamy lodgment till derived from limestone and shale Typical profile Ap - 0 to 10 inches: silt loam Bg1 - 10 to 19 inches: silt loam Bg2- 19 to 25 inches: silty clay loam BCg- 25 to 34 inches: gravelly silt loam C- 34 to 79 inches: gravelly loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water(Ksat): Very low to moderately high (0.00 to 1.42 in/hr) Depth to water table: About 0 to 6 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 40 percent Available water storage in profile: Moderate (about 8.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 5w Hydrologic Soil Group: C/D Description of Lyons, Frequently Ponded Setting Landform: Depressions, drainageways Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Base slope Down-slope shape: Concave Across-slope shape: Concave Parent material: Calcareous loamy lodgment till derived from limestone and shale Typical profile Ap - 0 to 10 inches: mucky silt loam Bg1 - 10 to 19 inches: silt loam Bg2- 19 to 25 inches: silty clay loam BCg- 25 to 34 inches: gravelly silt loam C-34 to 79 inches: gravelly loam 17 Custom Soil Resource Report Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Very poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water(Ksat): Very low to moderately high (0.00 to 1.42 in/hr) Depth to water table: About 0 inches Frequency of flooding: None Frequency of ponding: Frequent Calcium carbonate, maximum in profile: 40 percent Available water storage in profile: High (about 9.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 5w Hydrologic Soil Group: C/D Minor Components Conesus Percent of map unit: 3 percent Landform: Hills, till plains, drumlinoid ridges Landform position (two-dimensional): Summit Landform position (three-dimensional): Crest Down-slope shape: Concave Across-slope shape: Convex Lima Percent of map unit: 3 percent Landform: Drumlins, till plains Landform position (two-dimensional): Summit Landform position (three-dimensional): Crest Down-slope shape: Concave Across-slope shape: Convex Palms Percent of map unit: 2 percent Landform: Marshes, swamps Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Talf Down-slope shape: Concave Across-slope shape: Concave Ilion Percent of map unit: 2 percent Landform: Depressions Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Base slope Down-slope shape: Concave Across-slope shape: Concave 18 Custom Soil Resource Report Ly—Lyons soils, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2spjy Elevation: 250 to 1,900 feet Mean annual precipitation: 31 to 57 inches Mean annual air temperature: 41 to 50 degrees F Frost-free period: 100 to 190 days Farmland classification: Not prime farmland Map Unit Composition Lyons and similar soils: 75 percent Lyons, frequently ponded, and similar soils: 15 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Lyons Setting Landform: Depressions, drainageways Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Base slope Down-slope shape: Concave Across-slope shape: Concave Parent material: Calcareous loamy lodgment till derived from limestone and shale Typical profile Ap - 0 to 10 inches: silt loam Bg1 - 10 to 19 inches: silt loam Bg2- 19 to 25 inches: silty clay loam BCg- 25 to 34 inches: gravelly silt loam C- 34 to 79 inches: gravelly loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water(Ksat): Very low to moderately high (0.00 to 1.42 in/hr) Depth to water table: About 0 to 6 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 40 percent Available water storage in profile: Moderate (about 8.9 inches) 19 Custom Soil Resource Report Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 5w Hydrologic Soil Group: C/D Description of Lyons, Frequently Ponded Setting Landform: Depressions, drainageways Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Base slope Down-slope shape: Concave Across-slope shape: Concave Parent material: Calcareous loamy lodgment till derived from limestone and shale Typical profile Ap - 0 to 10 inches: mucky silt loam Bg1 - 10 to 19 inches: silt loam Bg2- 19 to 25 inches: silty clay loam BCg- 25 to 34 inches: gravelly silt loam C- 34 to 79 inches: gravelly loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Very poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water(Ksat): Very low to moderately high (0.00 to 1.42 in/hr) Depth to water table: About 0 inches Frequency of flooding: None Frequency of ponding: Frequent Calcium carbonate, maximum in profile: 40 percent Available water storage in profile: High (about 9.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 5w Hydrologic Soil Group: C/D Minor Components Canandaigua Percent of map unit: 3 percent Landform: Depressions Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Tread Down-slope shape: Concave Across-slope shape: Concave Appleton Percent of map unit: 3 percent Landform: Drumlins, till plains Landform position (two-dimensional): Footslope Landform position (three-dimensional): Base slope Down-slope shape: Concave Across-slope shape: Linear 20 Custom Soil Resource Report Kendaia Percent of map unit: 2 percent Landform: Drumlins, till plains Landform position (two-dimensional): Footslope Landform position (three-dimensional): Base slope Down-slope shape: Concave Across-slope shape: Linear Ilion Percent of map unit: 1 percent Landform: Depressions Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Base slope Down-slope shape: Concave Across-slope shape: Concave Palms Percent of map unit: 1 percent Landform: Marshes, swamps Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Talf Down-slope shape: Concave Across-slope shape: Concave PaC—Palmyra gravelly loam, 5 to 15 percent simple slopes Map Unit Setting National map unit symbol: 9xnt Mean annual precipitation: 32 to 42 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 120 to 160 days Farmland classification: Farmland of statewide importance Map Unit Composition Palmyra and similar soils: 75 percent Minor components: 25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Palmyra Setting Landform: Deltas, outwash plains, terraces Landform position (two-dimensional): Shoulder Landform position (three-dimensional): Tread Down-slope shape: Convex Across-slope shape: Convex Parent material: Loamy over sandy and gravelly glaciofluvial deposits, derived mainly from limestone and other sedimentary rocks 21 Custom Soil Resource Report Typical profile H1 - 0 to 12 inches: gravelly loam H2- 12 to 21 inches: gravelly clay loam H3-21 to 60 inches: stratified extremely gravelly sand Properties and qualities Slope: 5 to 15 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 10 percent Available water storage in profile: Low(about 3.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: A Minor Components Fredon Percent of map unit: 5 percent Phelps Percent of map unit: 5 percent Genesee (hamlin) Percent of map unit: 5 percent Howard Percent of map unit: 5 percent Honeoye Percent of map unit: 5 percent PhB—Phelps gravelly silt loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 9xny Mean annual precipitation: 32 to 42 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 120 to 160 days Farmland classification: All areas are prime farmland Map Unit Composition Phelps and similar soils: 75 percent Minor components: 25 percent Estimates are based on observations, descriptions, and transects of the mapunit. 22 Custom Soil Resource Report Description of Phelps Setting Landform: Terraces, valley trains Landform position (two-dimensional): Summit Landform position (three-dimensional): Tread Down-slope shape: Concave Across-slope shape: Convex Parent material: Loamy glaciofluvial deposits over sandy and gravelly glaciofluvial deposits, containing significant amounts of limestone Typical profile H1 -0 to 9 inches: gravelly silt loam H2- 9 to 15 inches: gravelly loam H3- 15 to 25 inches: silt loam H4-25 to 60 inches: stratified gravelly loam to silt Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderately well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: About 15 to 24 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 10 percent Available water storage in profile: Low(about 4.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: B/D Minor Components Howard Percent of map unit: 5 percent Palmyra Percent of map unit: 5 percent Fredon Percent of map unit: 5 percent Arkport Percent of map unit: 5 percent Braceville Percent of map unit: 5 percent 23 References American Association of State Highway and Transportation Officials(AASHTO).2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt,G.W.,and L.M.Vasilas,editors.Version 6.0,2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/nres/ d eta il/national/soils/?cid=nres 142p2_054262 Soil Survey Staff. 1999.Soil taxonomy:A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http://www.nres.usda.gov/wps/portal/ nres/detail/national/soils/?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http://www.nres.usda.gov/wps/ portal/nres/d eta il/national/soils/?cid=nres142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=nres142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 24 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/ nres/detail/soils/scientists/?cid=nres142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nres142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl42p2_052290.pdf 25 APPENDIX 4 PRECIPITATION DATA 21 IPage 10/5/2015 Extreme Precipitation Tables:42.541°N,76.457°W Extreme Precipitation Tables Northeast Regional Climate Center Data represents point estimates calculated from partial duration series.All precipitation amounts are displayed in inches. Smoothing Yes State New York Location Longitude 76.457 degrees West Latitude 42.541 degrees North Elevation Unknown/Unavailable Date/Time Mon,05 Oct 2015 10:10:17-0400 Extreme Precipitation Estimates 5min 10min 15min 30min 60min 120min lhr 2hr 3hr 6hr 12hr 24hr 48hr lday 2day 4day 7day 10day lyr 0.28 0.43 0.53 0.70 0.87 1.07 lyr 0.75 0.95 1.21 1.44 1.70 2.00 2.26 lyr 1.77 2.17 2.57 3.10 3.57 lyr 2yr 0.32 0.49 0.62 0.81 1.02 1.26 2yr 0.88 1.12 1.42 1.70 2.00 2.34 2.61 2yr 2.07 2.51 2.95 3.50 4.01 2yr 5yr 0.38 0.59 0.74 0.99 1.26 1.56 5yr 1.09 1.39 1.77 2.12 2.49 2.90 3.23 5yr 2.56 3.11 3.62 4.21 4.81 5yr 10yr 0.42 0.66 0.84 1 1.14 1.48 1.85 10yr 1.28 1.63 2.10 2.51 2.94 3.41 3.80 10yr 3.01 3.66 4.23 1 4.84 1 5.53 10yr 25yr 0.50 0.79 1.00 1.38 1.83 2.30 25yr 1.58 2.02 2.63 3.13 3.67 4.22 4.72 25yr 3.74 4.53 5.21 5.83 6.66 25yr 50yr 0.56 0.90 1.15 1.60 2.15 2.72 50yr 1.86 2.38 3.11 3.71 4.33 4.97 5.55 50yr 4.40 5.34 6.10 6.72 7.66 50yr 100yrtO.6A1.391.82 31 1.86 2.53 3.23 100yr 2.19 2.80 3.69 4.40 5.12 5.85 6.54 100yr 5.18 6.29 7.14 7.74 8.81 100yr 200yr51 2.16 2.98 3.81 200yr 2.58 3.30 4.37 5.20 6.04 6.89 7.70 200yr 6.10 7.41 8.36 8.91 10.15 200yr 1 2.64 3.71 4.76 SOOyr 3.20 4.1015.46 6.50 7.53 8.56 9.57 500yr 7.57 9.20 10.31 10.75 12.22 1500yr Lower Confidence Limits 5min 10min 15min 30min 60min 120min lhr 2hr 3hr 6hr 12hr 24hr 48hr lday 2day 4day 7day 10day lyr 0.25 0.39 0.47 0.64 0.78 0.82 lyr 0.68 0.80 0.94 1.06 1.49 1.86 110 lyr 1.65 2.02 2.43 2.96 3.33 lyr 2yr 0.32 0.49 0.60 0.82 1.01 1.11 2yr 0.87 1.09 1.23 1.52 1.85 2.28 2.55 2yr 2.02 2.45 2.87 3.42 3.93 2yr 5yr 0.36 0.55 0.69 0.94 1.20 1.32 5yr 1.03 1.29 1.44 1.78 2.17 2.71 3.03 5yr 2.40 2.92 3.41 3.98 4.58 5yr 10yr 0.40 1 0.61 0.76 1 1.06 1 1.36 1.50 10yr 11.1811.47 1.63 1.98 2.45 3.0913.441 tOyr 2.74 3.31 13.87 4.471 5.14 10yr 25yr 0.451 0.69 0.86 1.23 1 1.61 1.78 25yr 1.39 1.74 1.92 2.29 2.85 3.66 4.05 25yr 3.24 3.90 -1.57 5.20 6.00 25yr 50yr 0.501 0.76 0.95 1.36 1.83 2.03 50yr 1.58 1.99 2.17 2.56 3.21 4.17 4.59 50yr 3.69 4.41 5.18 5.82 6.75 50yr 100yr 0.55 0.83 1.04 1.51 2.07 2.33 100yr 1.78 2.28 2.46 2.85 3.60 4.74 5.19 100yr 4.19 4.99 5.87 6.54 7.59 100yr 200yr 0.61 0.92 1.17 1.69 2.36 2.66 20Oyr 2.03 2.60 2.80 3.18 4.05 5.39 5.88 200yr 4.77 5.66 0.65 7.32 8.54 200yr 500yr 0.72 1.06 1.37 1.99 2.83 3.20 500yr 2.44 3.13 3.32 3.67 4.72 6.38 6.92 500yr 5.65 6.65 7.85 8.50 9.98 500yr Upper Confidence Limits 5min 10min 15min 30min 60min 120min lhr 2hr 3hr 6hr 12hr 24hr 48hr lday 2day 4day 7day lOday lyr 0.30 0.47 0.57 0.77 0.94 1.03 lyr 0.81 1.01 1.161.44 1.77 2.12 2.38 lyr 1.88 2.29 2.72 3.25 1 3.74 1yr 2yr 0.34 0.52 0.64 0.87 1.07 1.18 2yr 0.92 1.15 1.31 1.62 1.98 2.41 2.71 2yr 2.13 2.60 3.03 3.59 4.11 2yr 5yr 0.40 0.62 0.76 1.05 1.33 1.52 5yr 1.15 1.49 1.68 2.06 2.53 3.09 3.43 5yr 2.73 3.30 3.85 4.44 5.08 5yr 10yr 0.46 0.71 0.88 1.23 1.59 1.86 1 10yr 1.37 1.81 2.04 2.48 3.06 3.73 4.14 1 10yr 3.31 3.98 4.62 5.23 5.97 10yr 25yr 0.57 0.86 1.07 1.53 2.01 2.41 25yr 1.74 2.36 2.63 3.17 3.95 4.81 5.30 25yr 4.25 5.10 5.89 6.49 7.42 25yr 50yr 0.661 1.00 1.25 1.80 2.42 2.93 50yr 2.09 2.87 3.19 3.83 4.79 5.82 6.40 50yr 5.15 6.15 7.10 7.65 8.74 50yr 100yr 0.77 1 1.16 1.46 2.11 2.89 3.57 100yr 2.49 3.49 3.86 4.64 5.80 7.06 7.72 100yr 6.25 7.43 8.56 9.03 10.29 100yr F200yr 0.90 1.35 1.71 2.48 3.46 4.35 200yr 2.98 4.25 4.69 5.60 7.04 8.56 9.34 200yr 7.58 8.98 10.31 10.65 12.13 200yr OOyr 1.11 1.65 2.13 3.09 4.40 5.63 , Oyr 3.79 5.51 6.05 7.181 9.12 11.07 12.00 500yr 9.79 11.54 13.21 13.25 15.07 500yr :::e by ,Cif, Northeast Regional Climate Center http://precip.eas.cornell.edu/data.php?1444054216331 1/1