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2018-07-02_Stormwater Report
STORMWATER DRAINAGE REPORT AND MANAGEMENT PLAN for VA Central Western Massachusetts Healthcare System Northampton, MA Prepared for VA Central Western Massachusetts Healthcare System 421 North Main Street Leeds, MA 01053 Prepared By: ACELA Engineering Company 4969 Hamilton Boulevard Allentown, PA 18106 DATE: JULY, 2018 REVISED: AEC PROJECT #: 631-17-002 ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 pg 2 of 26 TABLE OF CONTENTS Project Summary And Site Description ........................................................................................... 4 Soil and Flood Plain Review With Soil Analysis ............................................................................... 5 Method Of Drainage Analysis ......................................................................................................... 8 Model Results ................................................................................................................................. 9 Stormwater Management Standards ........................................................................................... 10 Construction Period Pollution Prevention and Erosion and Sediment Control Measures ........... 16 Short-Term Erosion Control Maintenance.................................................................................... 19 Post Construction Operation and Maintenance Plan ................................................................... 20 Long Term Pollution Prevention Plan ........................................................................................... 22 FIGURES Figure 1: Locus of Project Area ....................................................................................................... 7 TABLES Table 1: Rainfall Runoff Results .......................................................................................................9 APPENDICES Appendix A: Pre- & Post-Construction Drainage Area Plans including NRCS Soils Information Appendix B: Massachusetts Form 11 Test Pit Logs and OTO Permeability Testing Appendix C: Hydrologic Analyses Appendix D: Stormwater Report Checklist Appendix E: TSS Removal Worksheet Appendix F: Storage Volume Calculations ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Pg 3 of 26 Appendix G: CDS /Vortsentry Water Quality Unit Specification Sheet and MASTEP testing information Appendix H: Construction BMPs Checklist Appendix I: Long Term BMPs Checklist Appendix J: Pollution Prevention Emergency Contacts ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Pg 4 of 26 Project Summary And Site Description The VA Central Western Massachusetts Healthcare Systems in Northampton, MA is proposing ongoing site improvements on a 103.6± acre parcel located off of North Main Street in Leeds, MA (see Figure 1). Acela Engineering Co (AE) has been retained by the VA Central Western Massachusetts Healthcare Systems (VA) to perform and analyze the pre-development and post- development stormwater flow calculations for the proposed project. The purpose of this analysis is to determine the 2, 10 and 100-year peak flow rates and quantities for pre- development conditions and post-development conditions with stormwater management improvements and show that the stormwater management system has been designed to be in general accordance with Massachusetts Stormwater Management Standards and applicable City of Northampton regulations. The site is currently developed throughout the central portion of the site with wooded areas located along the northern perimeter and open grassed area across the western perimeter along North Main Street. The site is a drumlin with elevated areas located along the eastern portion of the site that slopes down very steeply to the east and moderately steep to the north and west to North Main Street in the front of the site. A Bordering Vegetated Wetland (BVW) resource area is located along the northern and western edges of the property. Three isolated wetlands are located on the western and northern slopes of the site. The BVW area is considered jurisdictional under state laws and the isolated wetlands are regulated under local bylaws, however the VA is not subject to local bylaws. Elevations range from low areas along the wetland of 287 to the elevated area of 417 in the main campus area in the rear of the site. Under existing conditions, stormwater runoff is generally managed in a series of subsurface stormwater collection systems. The site was originally developed in the 1920's with stormwater management systems being constructed and upgraded as development needs dictated over the subsequent years. The existing stormwater system for the campus generally directs the majority of stormwater to the eastern slopes of the site and the west where the wetland is located across the front of the site. Recently a stormwater basin was constructed on the western slope of the site to control stormwater flows going to the western wetland. A limited number of discharge locations are located along the northern slope and on the south westerly slope adjacent the Soldier On Project. The proposed improvements to the site include; construction of a 174-space parking lot and associated stormwater management system in the wooded area on the north side of the site, a 171-space parking lot and associated stormwater management in a portion of the wooded and grassed area on the west side of the site, creation of 140 parking spaces in existing developed areas with stormwater management systems as needed and reconstruction of approximately 9.6 acres of roadway and parking lots. All disturbances are located outside of the 50’ wetland resource area buffers. ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Pg 5 of 26 Under the improved conditions, stormwater runoff generated from the new parking lots, expanded areas and associated up gradient areas will be collected in a subsurface stormwater management systems that will include deep sump hooded catch basins within the parking lot areas, “CDS” or Vortsentry water quality treatment units followed by a bioretention basins or proprietary subsurface stormwater system that includes the previously mentioned water quality units. The new subsurface drainage systems are designed to accommodate statistical storm events up to and including the 100-year storm without surcharging catch basins above rim elevations. The bioretention basins are designed to accommodate statistical storm events up to and including the 100-year storm without discharging to emergency overflow outfalls. The stormwater management system has been designed so that no increases in off-site discharge rates are expected between the pre- and post-development conditions for the 2, 10, and 100- year storm events. All stormwater discharge locations have be designed with energy dissipation BMPs and evaluated to ensure the discharge flows do not result in downstream scouring (See Hydrologic Calculations, Appendix C). Additionally, all discharge locations being directed toward wetland resource areas have been designed with level spreaders to prevent point source discharges. Recharge volumes have also been evaluated to ensure that mandated recharge volumes have been met (see Storage Volume Calculations, Appendix F). Soil and Flood Plain Review With Soil Analysis Review of the Soil Conservation Service (SCS), now Natural Resource Conservation Service (NRCS), Soil Survey of Hampden and Hampshire County, Central Part, Panel 13, indicates soils located within the project area are identified as 305B and 306C/D – Paxton fine sandy loam. Paxton soils are typically very deep and well drained. Permeability of this Paxton soil is moderate in the subsoil and slow or very slow in the substratum. (See soil report, Appendix A). Test pits were performed in the area of the proposed bioretention areas to determine actual in- situ soil conditions including soil texture, estimated seasonal high groundwater and ledge elevations. In-situ infiltration rates have been determined using textural analysis in conjunction with long term acceptance rate as determined by Rawls et al, 1982, “Table 2-1. Hydrologic Soil Properties Classified By Soil Texture”. Additionally, permeability testing was performed by O'Reilly Talbot and Okun using a Guelph permeameter to confirm Rawls rates determined by textural analysis. Averages of these rates were consistent with the determined Rawls rates (See Appendix B for Massachusetts Form 11 Test Pit Soil Logs). Bordering Land Subject to Flooding The National Flood Insurance Rate Map provided by the Federal Emergency Management Agency for the City of Northampton, Community Panel # 250167-0001A, effective April 3, 1978 ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Pg 6 of 26 shows a zone C to the north of the proposed project area. The project area is elevated approximately 100’+ above the zone C flood zone. ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Pg 7 of 26 Figure 1: Locus of Project Area (Partial reproduction of USGS Easthampton, MA Quadrangle) SITE LOCATION ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Pg 8 of 26 Method Of Drainage Analysis The program HydroCAD was utilized to perform stormwater modeling for this project. HydroCAD uses the NRCS method of analysis TR-20. The TR-20 method is a widely accepted, standard engineering practice within the civil engineering profession. The NRCS method of hydrology analysis utilizes the drainage area, hydraulic length, terrain slope, and soil conditions of a watershed or catchment as input to calculate peak flows and total volume of runoff for specific synthetic rain events. The model analyzes an area approximately 21.57 acres contributing stormwater runoff flows to the project site, and the adjacent wetland in the rear of the site. TRR modeled the 2-year, 10- year, 25-year and 100-year statistical rain events for the existing and proposed condition. The total rainfall per a 24-hour period for the 2, 10, and 100-year statistical rain events are 3.1- inches, 4.93-inches, and 7.82-inches respectively (see Pre and Post Construction Drainage Area Plans, Appendix A). The first flush of 1-inch rainfall event was modeled for the post- development conditions to properly size the water quality BMPs. The following assumptions were made in order to complete this stormwater analysis: · Infiltration rates used for the infiltration basins within the site were based on minimum infiltration rates for soil texture classes and were taken from Rawls et al, 1982, “Table 2- 1. Hydrologic Soil Properties Classified By Soil Texture”. The Rawls data is based on long term operation of infiltration systems and tends to be far more conservative than a simple percolation test. Limitations The stormwater analysis was performed in accordance with standard civil engineering practice and relies on information provided by other parties as well as published information. Potential runoff analysis was limited to areas within the bounds of property owned and areas immediately adjacent and interpreted to drain toward the site of concern. Although the NRCS method has become one of the standard methods of hydrologic analysis within civil engineering community, it may be conservative for use on very small areas of modern development and provide runoff results that are greater than actual conditions. ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Pg 9 of 26 Model Results The following table summarizes the results of the drainage analysis using HydroCad (see Appendix C for complete analysis). The following design points were used to show the pre and post construction stormwater flows expected for the 2, 10 and 100-year storm events. Table 1: Rainfall Runoff Results Existing and Proposed Peak Discharge DESIGN POINT Pre-Construction 2-year (cfs) 10-year (cfs) 100-year (cfs) Western Perimeter 2.53 6.77 14.52 Northwestern Perimeter 0.91 2.43 5.19 Northern Perimeter 7.19 17.63 30.06 Eastern Perimeter 16.16 31.09 54.89 Roadway 0.31 0.67 1.24 CB 143 0.42 0.83 1.50 CB 144 1.47 3.05 5.62 Post-Construction 2-year (cfs) 10-year (cfs) 100-year (cfs) Western Perimeter 0.71 6.62 13.60 Northwestern Perimeter 0.50 1.33 2.84 Northern Perimeter 6.07 17.41 29.87 Eastern Perimeter 16.16 30.91 54.32 Roadway 0.16 0.32 0.57 CB 143 0.26 0.66 1.15 CB 144 1.12 2.54 5.57 ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Pg 10 of 26 As can be seen from the results in Table 1, stormwater runoff from the 2, 10 and 100-year storm events will not be increased to the seven off-site design points from the pre-construction conditions to the post construction condition. As stated above, the project as designed will not increase peak discharges to the down gradient areas during the 100-year storm event and as a result is expected not to increase off-site flooding impacts from the 100-year, 24 hour storm. Stormwater Management Standards The MA DEP stormwater management standards do apply in this situation. The stormwater management system is designed in accordance with relevant sections of the standards. The methods for compliance with the ten-stormwater performance standards are summarized below by narratives for each standard. The Stormwater Report Checklist is included in Appendix D. Low Impact Development Considerations INTRODUCTION Per the Massachusetts Stormwater Handbook, project proponents must consider environmentally sensitive site design and low impact development techniques to manage stormwater. As part of this project, AE has considered a number of environmentally sensitive, low impact development techniques to prevent the generation of stormwater and non-point source pollution. The following is a detailed description of our consideration for each low impact development measure. For ease of review, AE has provided our consideration of each measure as provided in the Massachusetts Stormwater Report Checklist. LOW IMPACT DEVELOPMENT (LID) MEASURES ENVIRONMENTALLY SENSITIVE PROJECT APPROACH During the design feasibility effort for the above referenced property, AE considered many design scenarios for the development of the property. The proposed design is for significant site improvements that are needed for the ongoing operations of the facility. The site has been designed in the least intrusive manner possible to have the least possible impact within the project site. AE and the project proponent have developed what is believed to be an efficient layout of the site while working within the setback requirements and minimizing overall disturbance as much as possible. Due to the existing topography of the site and limited usable areas remaining on site there is little flexibility with the layout. NO DISTURBANCE TO ANY WETLAND RESOURCE AREAS In the initial site planning, the project was designed in the least intrusive manner possible to avoid any impact to the Resource Area on-site. There will be no alteration of the Bordering Vegetated Wetland (BVW) on-site and none of the work will take place within the 50-foot buffer to said BVW. Some portions of the 100-foot buffer will be disturbed from 50 to 100 feet ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Pg 11 of 26 of the BVW; however, all disturbances will be due to the work absolutely necessary to complete the proposed project. SITE DESIGN PRACTICES (E.G. CLUSTERED DEVELOPMENT, REDUCED FRONTAGE SETBACKS) As mentioned above, the project will entail significant site improvements that are needed for the ongoing operations of the facility. The lot is designed with the protection of the Resource Areas in mind. The project proponent and AE developed what is believed to be an efficient use of the site while working within the existing constraints which avoids the Resource Areas on- site. REDUCED IMPERVIOUS AREA (REDEVELOPMENT ONLY) This proposed work is not part of a redevelopment project. MINIMIZING DISTURBANCE TO EXISTING TREES AND SHRUBS The goal of the project proponent is to maintain as much of the existing vegetative cover on- site as possible. The proposed project has been designed in the most practicable way to be as efficient as possible with the layout of impervious surfaces. The bio-retention basin and federally mandated security fencing is located within the buffer to the BVW and will require the removal of vegetation. The location of the parking and the bio-retention basin is based on topography and soil conditions within the site. LID SITE DESIGN CREDIT REQUESTED No LID Site Credit Design is requested for the proposed project since required water quality volumes will be treated using the proposed stormwater management system. USE OF “COUNTRY DRAINAGE” VERSUS CURB AND GUTTER CONVEYANCE AND PIPE Country drainage systems are often times much less costly than a closed drainage system. Unfortunately, the proposed project and subject site are not suitable for such a system. Due to the lot layout, the project proponent was unable to take advantage of country drainage systems. It is not feasible to match the existing drainage patterns on-site and transport the water to a treatment and infiltration area that meets the DEP standards by country drainage methods. BIORETENTION CELLS (INCLUDES RAIN GARDENS) The stormwater basin has been designed as a bioretention basin. The basin meets the guidelines set forth in the DEP manual while meeting the specific needs of the site. As mentioned above, there are a number of site constraints which dictate the methods of stormwater management that can be feasibly employed on this site. ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Pg 12 of 26 CONSTRUCTED STORMWATER WETLANDS (INCLUDES GRAVEL WETLANDS DESIGNS) This option was considered, however there is no suitable location for a constructed stormwater wetland within the project site. TREEBOX FILTER Treebox filters have been considered for the project, however based on the site layout, the extensive costs associated with such a method and the climactic conditions of the area, it is believed that such methods would be detrimental to the proposed project and only provide a maintenance problem. Such devices would be much more suitable to a coastal location that is not subject to the same winter conditions as are experienced in Western Massachusetts. WATER QUALITY SWALE A water quality swale has been considered, but is not feasible for this project. Based on the lot layout, there is no suitable location for such a swale. This coupled with the grading constraints imposed by the estimated seasonal high ground water prevent water quality swales from being an option. GRASS CHANNEL A grass channel has been considered, but is not feasible for this project. Based on the lot layout, there is no suitable location for such a channel. This coupled with the grading constraints imposed by the estimated seasonal high ground water prevent grass channels from being a suitable option. GREEN ROOF A green roof has been considered for this project; however, it is not believed to be suitable. The cost of green roofs alone would render the project financially impractical. The structural and financial considerations for a green roof would prevent the project proponent from pursuing such a roof. OTHER Due to the site constraints present within the subject property, other LID methods were not found to be feasible within the subject site. ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Pg 13 of 26 Stormwater Standards Standard 1: (Untreated discharges): No new stormwater conveyances (e.g., outfalls) may discharge untreated stormwater directly to or cause erosion in wetlands or waters of the Commonwealth. · There is no increase in runoff rates from the site, and therefore no potential for increased downstream erosion. Discharges to the wetland buffer zone have been evaluated to determine that discharge velocities will not result in scouring and erosion. · A stormwater management system has been designed including deep sump hooded catch basins, a water quality structure, and a bioretention basin. Standard 2: (Peak rate control and flood prevention): Stormwater management systems shall be designed so that post-development peak discharge rates do not exceed pre- development peak discharge rates. This Standard may be waived for discharges to land subject to coastal storm flowage as defined in 310 CMR 10.04. · Post development peak discharges have been designed to not exceed pre- development peak flows up to and including the 100-year storm event. The project as designed will not increase off-site flooding impacts from the 100-year 24-hour storm. Standard 3: (Recharge): Loss of annual recharge to ground water shall be eliminated or minimized through the use of infiltration measures including environmentally sensitive site design, low impact development techniques, stormwater best management practices, and good operation and maintenance. At a minimum, the annual recharge from the post-development site shall approximate the annual recharge from pre- development conditions based on soil type. This Standard is met when the stormwater management system is designed to infiltrate the required recharge volume as determined in accordance with the Massachusetts Stormwater Handbook. · Stormwater runoff from the impervious areas are directed to the bioretention basins and subsequently to the sub-surface infiltration system within the bioretention basin. Stormwater from the site will infiltrate at a rate of approximately 0.08 cubic feet per second and exfiltrate 4,441 cubic feet during a 1-Inch storm event(1.22” over 24hrs). The instantaneous infiltration volume within the basin is 4,212 cubic feet (volume below the lowest outlet invert). Massachusetts Stormwater Management Standards prescribes that for “C” soil, 0.25-inches of stormwater runoff times the total impervious area equals the volume of stormwater runoff that should be recharged. The total prescribed recharge volume for type “C” soil is calculated to be 1,724.8 cubic feet. See Soil Suitability Assessments, Appendix B and Storage Volume Calculations, Appendix F. ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Pg 14 of 26 Standard 4: (80% TSS Removal): Stormwater management systems shall be designed to remove 80% of the average annual post-construction load of Total Suspended Solids (TSS). This standard is met when: a. Suitable practices for source control and pollution prevention are identified in a long-term pollution prevention plan and thereafter are implemented and maintained; b. Stormwater best management practices are sized to capture the prescribed runoff volume; and c. Pretreatment is provided in accordance with the Massachusetts Stormwater Handbook. · All newly developed areas have been designed with stormwater BMPs that remove a minimum of 80% TSS. See TSS removal worksheet, Appendix E. See Basin Sizing Calculations, Appendix F. · The proprietary CDS Water Quality Unit is rated to remove 80% TSS. Manufacturer and NJCAT testing information are included in Appendix G. Standard 5 (Land Use with Higher Potential Pollutant Loads (LUHPPL)): For land uses with higher potential pollutant loads, source control and pollution prevention shall be implemented in accordance with the Massachusetts Stormwater Handbook to eliminate or reduce the discharge of stormwater runoff from such land uses to the maximum extent practicable. If through source control and/or pollution prevention all land uses with higher potential pollutant loads cannot be completely protected from exposure to rain, snow, snow melt, and stormwater runoff, the proponent shall use the specific structural stormwater BMPs determined by the Department to be suitable for such uses as provided in the Massachusetts Stormwater Handbook. Stormwater discharges from land uses with higher potential pollutant loads shall also comply with the requirements of the Massachusetts Clean Waters Act, M.G.L. c. 21, §§ 26-53 and the regulations promulgated thereunder at 314 CMR 3.00, 314 CMR 4.00 and 314 CMR 5.00. · The site does not contain land with higher pollutant loads. Standard 6 (Critical Areas): Stormwater discharges within the Zone II or Interim Wellhead Protection Area of a public water supply and stormwater discharges near or to any other critical area require the use of the specific source control and pollution prevention measures and the specific structural stormwater best management practices determined by the Department to be suitable for managing discharges to such areas as provided in the Massachusetts Stormwater Handbook. A discharge is near a critical area, if there is a strong likelihood of a significant impact occurring to said area, taking into account site-specific factors. Stormwater discharges to Outstanding Resource Waters and Special Resource Waters shall be removed and set back from the receiving water or wetland and receive the highest and best practical method of treatment. A “storm ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Pg 15 of 26 water discharge” as defined in 314 CMR 3.04(2)(a)1 or (b) to an Outstanding Resource Water or Special Resource Water shall comply with 314 CMR 3.00 and 314 CMR 4.00. Stormwater discharges to a Zone I or Zone A are prohibited unless essential to the operation of a public water supply. · The site is not within a Zone II of a public water supply. Standard 7 (Redevelopment): A redevelopment project is required to meet the following Stormwater Management Standards only to the maximum extent practicable: Standard 2, Standard 3, and the pretreatment and structural best management practice requirements of Standards 4, 5, and 6. Existing stormwater discharges shall comply with Standard 1 only to the maximum extent practicable. A redevelopment project shall also comply with all other requirements of the Stormwater Management Standards and improve existing conditions. · The project is not a redevelopment project. Standard 8: (Erosion, Sediment Control): A plan to control construction related impacts including erosion, sedimentation and other pollutant sources during construction and land disturbance activities (construction period erosion, sedimentation, and pollution prevention plan) shall be developed and implemented. · Erosion and sediment controls are incorporated into the project to prevent erosion, control sediments, and stabilize exposed soils during construction (see project Plans and Erosion Control Measures, below). Additionally, a Stormwater Pollution Prevention Plan will be prepared as required under the NPDES General Permit for Storm Water Discharges from Construction Activities. Standard 9: (Operation and Maintenance): A long-term operation and maintenance plan shall be developed and implemented to ensure that stormwater management systems function as designed. · The following section describes the long-term stormwater maintenance program to be implemented. Standard 10 (Illicit Discharges): All illicit discharges to the stormwater management system are prohibited. · There are no known illicit discharges to the stormwater management system. ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Pg 16 of 26 Construction Period Pollution Prevention and Erosion and Sediment Control Measures The following erosion and sedimentation control measures will be employed during the earthwork and construction phases of the project. See Construction BMPs Checklist, Appendix H: Preconstruction notifications and meetings: No land disturbance associated with this project shall occur until 48 hours after receipt of USEPA form 3510-9 Notice of Intent has been confirmed by the USEPA. No work shall be performed within 100 feet of any wetland area until any notification and pre-construction meeting requirements of any Order of Conditions under the Mass. Wetlands Protection Act have been completed. These requirements shall be the responsibility of the Operator to arrange, attend, and document. Sediment Barrier and Work Limit: Before installation of the sediment barriers, the location shall be staked in the field for review and approval by the engineer or their representative. To facilitate sediment barrier installation, woody vegetation may then be removed and any required trench may be cut by machine, provided all other ground cover is left intact. No excavation, grading, filling, or removal of vegetative ground cover shall be performed within 100 feet of any wetland or stream until sediment barriers have been installed as shown on plans and have been inspected by the engineer or their representative. Sediment barriers located adjacent to wetland areas shall serve as the limit of work for this project. No construction, equipment traffic, stockpiles, removal of vegetation, or other alteration shall be permitted on the wetland side of the sediment barrier/work limit without the approval of the engineer or their representative and the municipal Conservation Commission, Silt fence: The bottom of the fence shall be trenched into the ground a minimum of 4" and back-filled with compacted soil. Where trenching is not feasible, silt fence skirt shall be covered with compacted soil or crushed stone. The top of the fabric shall be stretched as tightly as is practical, with intermediate stakes added to correct excessive sags. Stakes shall be driven at least 12" into the ground. Splices between sections shall be made by rolling end stakes together one complete turn and driving into the ground together. Straw bales: Straw bales may be used as temporary and moveable control measures, temporary check dams, or as reinforcement for silt fence in areas of concentrated runoff or high fills. Bales shall be tightly butted and staked 12" into the ground. Where used without silt fence in front, the bales shall be trenched 4" into the ground, back-filled with compacted soil, and the spaces between bales shall be chinked with loose hay. ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Pg 17 of 26 Filter Sock (Filtrexx or equivalent): In areas of expected sheet flow, filter sock may be placed directly on the ground without trenching or stakes. In areas of expected concentrated flow, mulch or crushed stone shall be placed along the up-slope face to control and filter underflow. Additional layers of Filter Sock may be required for adequate freeboard. Temporary Sediment Basins: Temporary sediment basins may be excavations or bermed stormwater detention structures (depending on grading) that will retain runoff for a sufficient period of time to allow suspended soil particles to settle out prior to discharge. These temporary basins will be located based on construction needs as determined by the contractor and outlet devices will be designed to control velocity and sediment. Points of discharge from sediment basins will be stabilized to minimize erosion. Stocking additional materials: A stock of additional erosion control materials shall be available on the site for emergency repairs and temporary measures. Stock shall be replenished when decreased to 50% of the numbers below. Stock shall include: Straw -bales - 20 (Covered to be kept dry) with 40 Oak stakes Or Silt fence - 60 linear feet. Or Filter Sock - 12, 8 ft. sections (covered to be kept dry) Washed stone - 4 cubic yards, 3/4" to 1 2" diameter Trench protection: Open trenches shall be protected from accumulation of surface water or groundwater that could result in erosion of the trench and discharge of sediment. Where feasible, spoil shall be stockpiled on the up-slope side of the trench to prevent entrance of surface runoff. Backfill shall be crowned to allow for settlement and to avoid concentration of runoff on top of the trench. Storm drain protection: The storm drain and swale system shall be put into operation as soon as possible in order to control runoff within a non-erodable system. The storm drain system shall be protected against inflow of sediment. Open storm drain structures shall be protected by sediment barriers, “filtrexx” filter socks, stone filter berms, or filter fabric inserts (Atea-bags, Asilt-sacks or equivalents). These measures shall be maintained until the tributary area is stabilized by paving and vegetative cover. Site Stabilization - Temporary: Where a portion of the site will not be subject to construction activity for over 14 days, measures shall be taken to provide temporary stabilization of that inactive portion of the site, within 14 days of the cessation of construction activity. Stabilization measures may include seeding for temporary cover, mulching, or other measures to protect exposed soil from erosion and prevent sediment movement. ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Pg 18 of 26 Site Stabilization - Permanent: Within 14 days of completion of loaming and finish grading on any portion of the site, that area shall be seeded or planted for permanent cover (season permitting) in accordance with USDA NRCS guidelines or equivalent. Roadway Sweeping: The entrance to the site and affected portions of the public roadway or paved project roadway shall be swept as needed to control sediment runoff into storm drains or waterways and to control blowing dust. ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Pg 19 of 26 Short-Term Erosion Control Maintenance · The contractor or subcontractor will be responsible for implementing all erosion and sediment controls. · The on-site contractor will inspect all sediment and erosion controls periodically and after each significant rainfall event. Records of the inspections will be prepared and maintained on-site by the contractor. · Sediment shall be removed from behind barriers if greater than 6-inches deep or as needed. · Damaged or deteriorated items will be repaired immediately after identification. · The underside of filter socks should be kept in close contact with the earth and reset or provided with mulch or stone filter as necessary. · The underside of hay bales should be kept in close contact with the earth and reset as necessary. · Sediment that is collected in drainage structures or within sediment controls shall be disposed of properly and, if on site, shall not be placed in an area subject to erosion. · Erosion control structures shall remain in place until all disturbed earth has been securely stabilized. After removal of structures, disturbed areas shall be re-graded and stabilized as necessary. The sedimentation and erosion control plan is included in project plan set. ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Pg 20 of 26 Post Construction Operation and Maintenance Plan The following maintenance program is proposed to ensure the continued effectiveness of the structural water quality controls previously described. · The Stormwater management system will be owned and operated by the VA Central Western Massachusetts Healthcare Systems, Northampton. · Operation and maintenance of stormwater management system will be the responsibility of the Owners. · Bioretention Basins (Rain Gardens) Inspect stormwater basin and disturbed areas after every major storm for the first six months to ensure proper stabilization and function. Thereafter, twice a year for cracking or erosion of side slopes, embankments, and accumulated sediment. Inspect pretreatment devices and bioretention control structure regularly for sediment build-up, structural damage, and standing water. The sediment forebay and main basin area are equipped with sediment indicator posts. Inspect soil and repair eroded areas monthly. Re-mulch void areas as needed. Remove litter and debris monthly. Treat diseased vegetation as needed. Remove and replace dead vegetation twice per year (spring and fall). Remove invasive species as needed to prevent these species from spreading into the bioretention area. Replace mulch every two years, in the early spring. Upon failure, excavate bioretention area, scarify bottom and sides, replace filter fabric and soil, replant, and mulch. The grass on the side slopes and in the buffer areas should be mowed, and grass clippings, organic matter, and accumulated trash and debris removed, at least twice during the growing season. Eroded or barren spots should be reseeded immediately after inspection to prevent additional erosion and accumulation of sediment. · CULTEC Sub-surface Basins The CULTEC system may be equipped with inspection ports located on the inlet row. The inspection ports are circular cast boxes placed in a rectangular concrete collar. When the lid is removed, a 6-inch (150 mm) pipe with a screw-in plug will be exposed. Remove the plug. This will provide access to the CULTEC Chamber row below. From the surface, through this access, the sediment may be measured at this location. A stadia rod may be used to measure the depth of sediment if any in this row. CCTV inspection of this row can be deployed through this access port to determine if any sediment has accumulated in the inlet row. If significant sediment is observed to be accumulating in the chamber, the pretreatment devised is not performing as designed and should be inspected. If ponding is observed in the chambers occurring 72 hours after a storm, the basin is not performing as designed and maintenance, repair or reconstruction of the chamber system is required. Sub-surface systems should be inspected in accordance with manufacturers recommended maintenance guidelines and after significant storm events of two years or greater. · VortSentry HS36, Water Quality Unit maintenance; In accordance with the manufacturers recommended maintenance, at a minimum, inspections should be performed twice per year (i.e. spring and fall). The VortSentry HS36 ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Pg 21 of 26 should be cleaned when the sediment has accumulated to a depth of two feet in the treatment chamber. This determination can be made by taking two measurements with a stadia rod or similar measuring device; one measurement from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water surface. If the difference between these measurements is less than 3.6 feet, the VortSentry HS36 should be maintained to ensure effective treatment. · CDS Water Quality Unit maintenance; Initial Operation - Check the condition of the unit after every runoff event for the first 30 days. The visual inspection should ascertain that the unit is functioning properly (no blockages or obstructions to inlet and/or separation screen), measuring the amount of solid materials that have accumulated in the sump, the amount of fine sediment accumulated behind the screen, and determining the amount floating trash and debris in the separation chamber. This can be done with a calibrated “dip stick” so that the depth of deposition can be tracked. Schedules for inspections and cleanout should be based on storm events and pollutant accumulation. Ongoing Operation - During the rainfall season, the unit should be inspected at least once every 30 days. The floatables should be removed and the sump cleaned when the sump is 75-85% full. If floatables accumulate more rapidly than the settleable solids, the floatables should be removed using a vactor truck or dip net before the layer thickness exceeds one to two feet. Cleanout of the CDS unit at the end of a rainfall season is recommended. · Inspect and clean as needed all catch basins four times a year to remove accumulated sand, sediment, and floatable products or as needed based on use. · Paved areas will be swept, at a minimum, two times per year in the months of May and October. · All sediments and hydrocarbons should be properly handled and disposed, in accordance with local, state and federal guidelines and regulations outside any drainage facilities or resource areas, including buffer zone to the resource area. In the case of an oil or bulk pollutant release, the system must be cleaned immediately following the spill and the proper authorities notified. · Long Term BMP’s Checklist is included in Appendix I. · See the Grading and Drainage plan for scale drawing of the treatment train. ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Pg 22 of 26 Long Term Pollution Prevention Plan GOOD HOUSEKEEPING PRACTICES The following is a list of good housekeeping practices provided as guidance by DEP to be considered by the property management company hired to maintain the proposed office building and grounds. Lawn and garden activities, including application and disposal of lawn and garden care products, and proper disposal of leaves and yard trimmings. Effective measures include: applying pesticides and fertilizers properly, including: timing; application reduction; providing buffer areas (preferably natural vegetation) between surface waters and lawn and garden activities; limiting lawn watering and landscaping with climate-suitable vegetation; providing guidelines for what to expect from landscaping and lawn care professionals; and providing composting guidelines, if not covered elsewhere under solid waste efforts. <http://www.mass.gov/dep/water/resources/nonpoint.htm#megaman> See “More than Just a Yard: Ecological Landscaping Tools for Massachusetts Homeowners” http://www.mass.gov/envir/mwrc/pdf/More_Than_Just_Yard.pdf and Guide to Lawn and Landscape Water Conservation, http:www.mass.gov/envir/mwrc/pdf/LawnGuide.pdf. Turf management on golf courses, parks, and recreation areas. Many of the measures described above are applicable to turf management and need to be implemented by caretakers responsible for golf courses and parks and recreation areas (including municipal employees, in some cases). Pet waste management. Pooper-scooper laws for pets should be enacted and implemented. Public outreach is essential to the effectiveness of these laws. Priority resource areas, such as bathing beaches and shellfish growing areas may need to exclude pets at least for the summer months or at other critical use times. Specific controls for horses and the control of manure may be needed. <http://www.mass.gov/dep/water/resources/nonpoint.htm#megaman> Integrated Pest Management (IPM) effectively prevents and controls pests (including weeds) in a way that maximizes environmental benefits at a reduced cost to growers. IPM involves applying an array of techniques and control strategies for pest management – with a focus on using them in the proper amounts and determining when they are most needed. By choosing from all possible pest control methods (e.g., biological controls and beneficial organisms) and rotating methods, resistance to repeated chemical controls can be delayed or prevented. <http://www.mass.gov/dep/water/resources/nonpoint.htm#megaman> Proper storage, use, and disposal of household hazardous chemicals, including automobile fluids, pesticides, paints, and solvents. Information should be provided on chemicals of concern, proper use, and disposal options. Household hazardous waste collection days should be ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Pg 23 of 26 sponsored whenever feasible. Recycling programs for used motor oil, antifreeze, and other products should be developed and promoted. Storm drain stenciling. Medallions with the silhouette of a fish indicating VA CWM Outfalls / Storm Drains / Catch Basins “Drains to River , No Dumping” have been placed on all of the catch basins and outfalls onsite. Catch basins that were installed as part of the most recent catch basin repair / paving project integrate comparable language via stenciling on the catch basin cover grate. Challenges exist with maintaining the affixed medallions to the catch basin covers as snow plowing operations often lead to some collateral, but unintentional removal of these medallions. VA CWM will look toward stenciling all grates as a more permanent solution to affixed medallions that have the potential of being removed during routine snow plowing / removal operations. Proper operation and maintenance of septic systems. Knowledge of proper operation and maintenance of septic systems should be promoted to avoid serious failures. No septic systems are known to be located on this site. Car Washing. This management measure involves educating the general public, businesses, municipal fleets (public works, school buses, fire, police, and parks) on the water quality impacts of the outdoor washing of automobiles and how to avoid allowing polluted runoff to enter the storm drain system. Outdoor car washing has the potential to result in high loads of nutrients, metals, and hydrocarbons during dry weather conditions in many watersheds, as the detergent-rich water used to wash the grime off our cars flows down streets and into storm drains. Commercial car wash facilities often recycle their water or are required to treat their wash-water discharge prior to release to the sanitary sewer system. As a result, most stormwater impacts from car washing are from residents, businesses, and charity car wash fundraisers that discharge polluted wash water to the storm drain system.<http://www.mass.gov/dep/water/resources/nonpoint.htm#megaman> Commercial operations and activities, including parking lots, gas stations, and other local businesses. Recycling, spill prevention and response plans, and proper material storage and disposal should be promoted. Using dry floor cleaners and absorbent materials and limiting the use of water to clean driveways and walkways should be encouraged. Care should be taken to avoid accidental disposal of hazardous materials down floor drains. Floor drains should be inventoried. Department of Public Works Facilities (DPWs). Because of the nature of the activities they perform, such as storing and managing sand, salt, and chemicals, and fueling and maintaining trucks and other equipment, DPWs are in a unique position to prevent a wide range of compounds from becoming stormwater pollutants. MassDEP has developed a Fact Sheet specifically for DPWs: <http://www.mass.gov/dep/water/resources/nonpoint.htm#megaman> ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Pg 24 of 26 Other efforts, including water conservation and litter control, can be tied to nonpoint source pollution control. PROVISIONS FOR STORING MATERIALS AND WASTE PRODUCTS INSIDE OR UNDER COVER All VA CWM generated wastes are stored in compactors and / or covered dumpsters. Contractors store waste for recycling in roll-off containers. Road salt and sand for winter applications are stored in a dedicated building (Bldg. 13S). All hazardous materials and waste are stored indoors. VEHICLE WASHING CONTROLS Vehicles at VA CWM are washed inside of the Grounds Department vehicle washing bay or offsite. REQUIREMENTS FOR ROUTINE INSPECTIONS AND MAINTENANCE OF STORMWATER BMP’S Routine inspections will be performed to ensure the correct functioning of stormwater BMP’s. Please see the Long Term Stormwater Maintenance Program for detail regarding inspections and maintenance. SPILL PREVENTION AND RESPONSE PLAN VA CWM maintains an effective Oil Spill Prevention, Control, and Countermeasure Plan. The current plan dated June 2013 and is available for review in the VA CWM GEMS Program Manager’s office. VA CWM GEMS Program Manager is currently reviewing a newly revised DRAFT Oil SPCC Plan. This newly written DRAFT Oil SPCC Plan is due to be finalized and available for publishing and dissemination in July 2018. PROVISIONS FOR MAINTENANCE OF LAWNS, GARDENS, AND OTHER LANDSCAPED AREAS VA CWM does not utilize or apply and fertilizers, herbicides and pesticides in any areas in or adjacent to Resource Areas or inside or adjacent to buffer zones onsite. VA CWM uses fertilizers in limited applications to flower beds, plantings. All fertilizers are stored indoors. All pesticides are applied by an external contracted licensed pesticide applicator. REQUIREMENTS FOR STORAGE AND USE OF FERTILIZERS, HERBICIDES, AND PESTICIDES VA CWM uses fertilizers in limited applications to flower beds, plantings and lawns. All fertilizers are stored indoors. All pesticides are applied by an external contracted licensed pesticide applicator. PET WASTE MANAGEMENT PROVISIONS There are no pets at VA CWM. Patients, visitors and staff that may require the use of service animals are required to pick up afterward. ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Pg 25 of 26 PROVISIONS FOR OPERATION AND MANAGEMENT OF SEPTIC SYSTEMS There are no septic systems on-site. City sewer will continue be utilized for ongoing uses. PROVISIONS FOR SOLID WASTE MANAGEMENT VA CWM stores all solid waste inside of covered dumpsters and sealed compactors. VA CWM maximized its efforts to reduce solid waste and increase recycling. VA CWM is mandated by Executive Order to divert a minimum of 50% of its solid waste. VA CWM’s diversion rate for FY 2017 was ~58%. Regulated Medical Waste and Hazardous Waste are stored indoors prior to proper removal and subsequent disposal via licensed contractor. SNOW DISPOSAL AND PLOWING PLANS RELATIVE TO WETLAND RESOURCE AREAS VA CWM limits its snow plowing operations to roadways. No snow removal occurs in or near wetland resource areas. No snow is removed for off-site disposal. WINTER ROAD SALT AND/OR SAND USE AND STORAGE RESTRICTIONS VA CWM limits its use of road salt and sand as needed during severe winter conditions Recently VA CWM began to use an alternate road salt product (GeoSALT) that incorporates Sugar Beet Extract in its formulation rather than using a 100% sodium chloride application. STREET SWEEPING SCHEDULES Please see the Long-Term Stormwater Maintenance Program. PROVISIONS FOR PREVENTION OF ILLICIT DISCHARGES TO THE STORMWATER MANAGEMENT SYSTEM VA CWM maintains an effective Stormwater Management Plan in compliance with all federal, state and local regulations. VA CWM staff conduct routine visual inspections of storm drains and outfalls for the purposes of illicit discharge detection. VA CWM GEMS Program Manager additionally conducts annual stormwater management training for Sanitation, Facilities and Grounds employees. DOCUMENTATION THAT STORMWATER BMP’S ARE DESIGNED TO PROVIDE FOR SHUTDOWN AND CONTAINMENT IN THE EVENT OF A SPILL OR DISCHARGES TO OR NEAR CRITICAL AREAS OR FROM LUHPPL Deep sum catch basins and water quality units have been included in the treatment train. The proposed system is designed to contain small pills. Also, manually initiated protection can easily be conducted. TRAINING FOR STAFF OR PERSONNEL INVOLVED WITH IMPLEMENTING LONG-TERM POLLUTION PREVENTION PLAN VA CWM GEMS Program Manager as well as Facility Management and Sanitation staff receive annual training to maintain an effective pollution prevention program. Established goals to decrease solid waste and increase recycling are conveyed to Executive Leadership. VA CWM seeks to continually improve it waste reduction efforts. ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Pg 26 of 26 VA CWM earned the Practice GreenHealth Award “Partner for Change” the last 2 years for its efforts to reduce waste and increase sustainability. VA CWM earned the 2018 EPA Federal Green Challenge Award for Innovation for waste reduction associated with the main kitchen food waste reduction. VA CWM initiated the procurement and subsequent operation of a food waste dehydrator to reduce the amount of food waste disposed associated with patient care. Although VA CWM was under the MA DEP established generation limit of 1 ton of food waste/week, VA CWM proactively pursued, procured and began operations of this effective mechanism for food waste reduction. LIST OF EMERGENCY CONTACTS FOR IMPLEMENTING LONG-TERM POLLUTION PREVENTION PLAN A standard form for listing emergency contact information in the event of an emergency has been provided. See Appendix J. ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Appendix A: Pre-Construction and Post-Construction Drainage Area Plans >>> > >>> >>>>>NORTHWESTPERIMETER213EASTERNPERIMETER5677CB 144CB 143ROADWAY891011NORTHERNPERIMETERWESTERNPERIMETERKnow what'sRFeet0 80 160WATERSHEDAREA (AC.)13.4562 0.9963 7.6675 0.1986 0.2287 0.8818 1.9919 0.51610 0.935114.695 >>> > >>> >>>>>SDSD SDSDSDS D S D SDSDSD SDSDSDSDNORTHWESTPERIMETER211A1B1C1D1F1E33B3A3C3D3E3F3G3H3I1110EASTERNPERIMETERCB 144CB 143ROADWAY9A988A7567A6A73JNORTHERNPERIMETERWESTERNPERIMETERKnow what'sRFeet0 80 160WATERSHEDAREA (AC.)10.8551A 1.0571B 0.4071C0.3011D0.2811E0.5071F 0.5072 2.47432.4743A 0.2813B 0.3303C 0.3023D 0.3323E 0.3473F 0.4043G 0.5603H 0.5673I 1.6193J 0.4515 0.0846 0.0446A 0.24270.5837A0.3358 1.9918A 0.1019 0.1109A 0.40610 0.935114.695 ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Appendix B: Massachusetts Form 11 Test Pit Logs & OTO Permeability Testing Results DEP Form 11 Soil Suitability Assessment for On-Site Sewage Disposal • Page 1 of 12 Commonwealth of Massachusetts City/Town of Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal Date:2/19/18 VA Medical Center, Leeds, MA Deep Observation Hole Number:1 Depth (In.) Soil Horizon/ Layer Soil Matrix: Color-Moist (Munsell) Redoximorphic Features(mottles) Soil Texture (USDA) Coarse Fragments % by Volume Soil Structure SoilConsistence (Moist) Other Depth ColorPercentGravel Cobbles & Stones 0-5 A 10YR3/2 L GR FR 5-21 B 10YR4/4 SL SBK FR 21-105 C 10YR4/3 LS M F Additional Notes No indication of ground water DEP Form 11 Soil Suitability Assessment for On-Site Sewage Disposal • Page 2 of 12 Commonwealth of Massachusetts City/Town of Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal Date:2/19/18 VA Medical Center, Leeds, MA Deep Observation Hole Number:2 Depth (In.) Soil Horizon/ Layer Soil Matrix: Color-Moist (Munsell) Redoximorphic Features(mottles) Soil Texture (USDA) Coarse Fragments % by Volume Soil Structure SoilConsistence (Moist) Other Depth ColorPercentGravel Cobbles & Stones 0-5 A 10YR3/2 L GR FR 5-19 B 10YR4/4 SL SBK FR 19-100 C 10YR4/3 LS M F Additional Notes No indication of ground water DEP Form 11 Soil Suitability Assessment for On-Site Sewage Disposal • Page 3 of 12 Commonwealth of Massachusetts City/Town of Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal Date:2/19/18 VA Medical Center, Leeds, MA Deep Observation Hole Number:3 Depth (In.) Soil Horizon/ Layer Soil Matrix: Color-Moist (Munsell) Redoximorphic Features(mottles) Soil Texture (USDA) Coarse Fragments % by Volume Soil Structure SoilConsistence (Moist) Other Depth ColorPercentGravel Cobbles & Stones 0-8 A 10YR3/2 L GR FR 8-23 C 10YR4/4 SL SBK FR 23-100 C 10YR4/3 LS M F Additional Notes No indication of ground water DEP Form 11 Soil Suitability Assessment for On-Site Sewage Disposal • Page 4 of 12 Commonwealth of Massachusetts City/Town of Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal Date:2/19/18 VA Medical Center, Leeds, MA Deep Observation Hole Number:4 Depth (In.) Soil Horizon/ Layer Soil Matrix: Color-Moist (Munsell) Redoximorphic Features(mottles) Soil Texture (USDA) Coarse Fragments % by Volume Soil Structure SoilConsistence (Moist) Other Depth ColorPercentGravel Cobbles & Stones 0-8 A 10YR3/2 L GR FR 8-24 B 10YR4/4 SL SBK FR 24-98 C 10YR4/3 LS M F Additional Notes No indication of ground water, weeping @80" DEP Form 11 Soil Suitability Assessment for On-Site Sewage Disposal • Page 5 of 12 Commonwealth of Massachusetts City/Town of Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal Date:2/19/18 VA Medical Center, Leeds, MA Deep Observation Hole Number:5 Depth (In.) Soil Horizon/ Layer Soil Matrix: Color-Moist (Munsell) Redoximorphic Features(mottles) Soil Texture (USDA) Coarse Fragments % by Volume Soil Structure SoilConsistence (Moist) Other Depth ColorPercentGravel Cobbles & Stones 0-9 A 10YR3/2 L GR FR 9-19 B 10YR4/4 SL SBK FR 19-96 C 10YR4/3 LS M F Additional Notes No indication of ground water, weeping @70" DEP Form 11 Soil Suitability Assessment for On-Site Sewage Disposal • Page 6 of 12 Commonwealth of Massachusetts City/Town of Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal Date:2/19/18 VA Medical Center, Leeds, MA Deep Observation Hole Number:6 Depth (In.) Soil Horizon/ Layer Soil Matrix: Color-Moist (Munsell) Redoximorphic Features(mottles) Soil Texture (USDA) Coarse Fragments % by Volume Soil Structure SoilConsistence (Moist) Other Depth ColorPercentGravel Cobbles & Stones 0-10 A 10YR3/2 L GR FR 10-19 B 10YR4/4 SL SBK FR 19-93 C 10YR4/3 LS M F Additional Notes No indication of ground water, weeping @60" DEP Form 11 Soil Suitability Assessment for On-Site Sewage Disposal • Page 7 of 12 Commonwealth of Massachusetts City/Town of Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal Date:2/19/18 VA Medical Center, Leeds, MA Deep Observation Hole Number:7 Depth (In.) Soil Horizon/ Layer Soil Matrix: Color-Moist (Munsell) Redoximorphic Features(mottles) Soil Texture (USDA) Coarse Fragments % by Volume Soil Structure SoilConsistence (Moist) Other Depth ColorPercentGravel Cobbles & Stones 0-4 A 10YR3/2 L GR FR 4-17 B 10YR4/4 SL SBK FR 17-86 C 10YR4/3 LS M F Additional Notes No indication of ground water DEP Form 11 Soil Suitability Assessment for On-Site Sewage Disposal • Page 8 of 12 Commonwealth of Massachusetts City/Town of Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal Date:2/19/18 VA Medical Center, Leeds, MA Deep Observation Hole Number:8 Depth (In.) Soil Horizon/ Layer Soil Matrix: Color-Moist (Munsell) Redoximorphic Features(mottles) Soil Texture (USDA) Coarse Fragments % by Volume Soil Structure SoilConsistence (Moist) Other Depth ColorPercentGravel Cobbles & Stones 0-4 A 10YR3/2 L GR FR 4-19 B 10YR4/4 SL SBK FR 19-96 C 10YR4/3 LS M F Additional Notes No indication of ground water DEP Form 11 Soil Suitability Assessment for On-Site Sewage Disposal • Page 9 of 12 Commonwealth of Massachusetts City/Town of Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal Date:2/19/18 VA Medical Center, Leeds, MA Deep Observation Hole Number:9 Depth (In.) Soil Horizon/ Layer Soil Matrix: Color-Moist (Munsell) Redoximorphic Features(mottles) Soil Texture (USDA) Coarse Fragments % by Volume Soil Structure SoilConsistence (Moist) Other Depth ColorPercentGravel Cobbles & Stones 0-5 A 10YR3/2 L GR FR 5-17 B 10YR4/4 SL SBK FR 17-96 C 10YR4/3 LS/SL M F Additional Notes No indication of ground water DEP Form 11 Soil Suitability Assessment for On-Site Sewage Disposal • Page 10 of 12 Commonwealth of Massachusetts City/Town of Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal Date:2/19/18 VA Medical Center, Leeds, MA Deep Observation Hole Number:10 Depth (In.) Soil Horizon/ Layer Soil Matrix: Color-Moist (Munsell) Redoximorphic Features(mottles) Soil Texture (USDA) Coarse Fragments % by Volume Soil Structure SoilConsistence (Moist) Other Depth ColorPercentGravel Cobbles & Stones 0-5 A 10YR3/2 L GR FR 5-22 B 10YR4/4 SL SBK FR 22-86 C 10YR4/3 LS M F Additional Notes No indication of ground water DEP Form 11 Soil Suitability Assessment for On-Site Sewage Disposal • Page 11 of 12 Commonwealth of Massachusetts City/Town of Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal Date:2/19/18 VA Medical Center, Leeds, MA Deep Observation Hole Number:11 Depth (In.) Soil Horizon/ Layer Soil Matrix: Color-Moist (Munsell) Redoximorphic Features(mottles) Soil Texture (USDA) Coarse Fragments % by Volume Soil Structure SoilConsistence (Moist) Other Depth ColorPercentGravel Cobbles & Stones 0-36 FILL LS - FR 36-41 A 10YR3/2 L GR FR 41-58 B 10YR4/4 SL SBK FR 58-84 C 10YR4/3 LS M F Additional Notes No indication of ground water DEP Form 11 Soil Suitability Assessment for On-Site Sewage Disposal • Page 12 of 12 Commonwealth of Massachusetts City/Town of Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal Date:2/19/18 VA Medical Center, Leeds, MA Deep Observation Hole Number:12 Depth (In.) Soil Horizon/ Layer Soil Matrix: Color-Moist (Munsell) Redoximorphic Features(mottles) Soil Texture (USDA) Coarse Fragments % by Volume Soil Structure SoilConsistence (Moist) Other Depth ColorPercentGravel Cobbles & Stones 0-84 FILL LS/SL M FR Additional Notes No indication of ground water J2442-05-01 May 22, 2018 T. Reynolds Engineering 110 Pine Street Florence, Massachusetts 01062 Attn: Terry Reynolds Re: Stormwater Design Recommendations Northampton VA Medical Center 421 North Main Street Leeds, Massachusetts Dear Mr. Reynolds: O’Reilly Talbot & Okun Associates, Inc. (OTO) is pleased to provide this letter report for recommendations associated with the design of underground stormwater infiltration systems at the Northampton VA Medical Center. The Site is located at 421 North Main Street in Leeds, Massachusetts. This report is subject to the attached limitations. HYDRAULIC CONDUCTIVITY TESTING Hydraulic conductivity tests were performed within five shallow pits (IF-1 through IF-5), on April 26, 2018. The shallow pits were performed within proposed stormwater infiltration areas located in the western portion of the campus. Tests IF-1 and IF-5 were performed in the proposed basin to the north of the transfer lot. Tests IF-2 through IF-4 were performed in the proposed basin to the south of the transfer lot, within the existing grass field. Infiltration tests (hydraulic conductivity) were performed within each of the pits at a depth of between 3 feet and 4.5 feet below existing grade. An OTO geotechnical engineer performed the hydraulic conductivity tests. We understand a Site plan identifying the test locations will be prepared by T. Reynolds Engineering. SUBSURFACE CONDITIONS At each of the test locations, topsoil followed by a thin layer of silty sand was present at the surface. The surficial soils were underlain by glacial till. Glacial till is a very dense, heterogeneous mixture of silt, clay, sand and gravel, and is generally present immediately above bedrock throughout New England. The glacial till consisted of gray, fine sand with little to some amounts of silt, little medium sand, and trace to little amounts of gravel. In some locations, the underlying till was very dense. We understand that deep test pits were previously performed at these locations to observe the soil profile and indications of a saturated soil condition. Therefore, deep test pits were not performed as part of this work. Stormwater Design Recommendations Northampton VA Medical Center 421 North Main Street Leeds, Massachusetts May 22, 2018 2 HYDRAULIC CONDUCTIVITY TESTING RESULTS In-Situ hydraulic conductivity (or permeability) testing was performed at each of the test locations (IF-1 through IF-5), to aid in the design of the stormwater control disposal system. The test and results are described below. The tests were performed using a constant head methodology, via a Guelph permeameter. The Guelph permeameter allows the rate of water recharge into an unsaturated soil to be measured while a constant water head is maintained. The permeability test was performed by auguring a shallow hole into the soil at the base of the shallow pit, adding water to the apparatus, and then recording the change in the rate of water flow from a reservoir over time. These data were then used to estimate the coefficient of permeability or hydraulic conductivity. The tests were performed between a depth of 3 to 4.5 feet below existing ground surface. The soils encountered at the test intervals consisted of a fine sand with little to some silt, little medium sand, and trace to little gravel (glacial till). In pits IF-1, IF-3, and IF-4, the soils encountered at the test interval were dense to very dense. The saturated hydraulic conductivity (K) values determined by these tests are presented in Table 1. Table 1 Hydraulic Conductivity Test Results Infiltration Test/Basin Test Depth (feet) Soil Conditions K Value (feet/day) IF-1 (North) 4.5 Very dense, fine sand, little to some silt, little medium sand, trace (+) coarse sand, trace- little gravel (Glacial Till) < 0.02* IF-2 (South) 4 Fine sand, little silt, little medium sand, trace (+) coarse gravel (Glacial Till) 2 IF-3 (South) 3.5 Very dense, fine sand, little to some silt, little medium sand, trace-little gravel (Glacial Till) 0.02 IF-4 (South) 3 Very dense, fine sand, little to some silt, little medium sand, trace-little gravel (Glacial Till) 0.3 IF-5 (North) 4 Fine sand, little-some silt, little medium sand, trace (+) gravel (Glacial Till) 0.6 Note: *Little to no infiltration observed in test apparatus during IF-1 Based upon the results of these tests, it does not appear that Site conditions are favorable for infiltration. We recommend that the field conditions be verified during installation of the stormwater structures, to ensure that actual conditions are similar to those observed during these investigations and assumed for design. If conditions are different than those observed, OTO should be contacted to review conditions. Stormwater Design Recommendations Northampton VA Medical Center 421 North Main Street Leeds, Massachusetts May 22, 2018 3 We appreciated the opportunity to be of service on this project. If you have any questions, please contact the undersigned. Sincerely yours O'Reilly, Talbot & Okun Associates, Inc. Ashley L. Sullivan, P.E. Michael J. Talbot, P.E. Associate Principal Stephen McLaughlin Project Engineer Attachments: Limitations O:\J2400\2442 T Reynolds Engineering\05-01 Northampton VA - Infiltration Testing\Hydraulic Conduct Report 5-22-2018.docx LIMITATIONS 1. The observations presented in this report were made under the conditions described herein. The conclusions presented in this report were based solely upon the services described in the report and not on scientific tasks or procedures beyond the scope of the project or the time and budgetary constraints imposed by the client. The work described in this report was carried out in accordance with the Statement of Terms and Conditions attached to our proposal. 2. The analysis and recommendations submitted in this report are based in part upon the data obtained from widely spaced subsurface explorations. The nature and extent of variations between these explorations may not become evident until construction. If variations then appear evident, it may be necessary to reevaluate the recommendations of this report. 3. The generalized soil profile described in the text is intended to convey trends in subsurface conditions. The boundaries between strata are approximate and idealized and have been developed by interpretations of widely spaced explorations and samples; actual soil transitions are probably more erratic. For specific information, refer to the boring logs. 4. In the event that any changes in the nature, design or location of the proposed structures are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of this report modified or verified in writing by O'Reilly, Talbot & Okun Associates Inc. It is recommended that we be retained to provide a general review of final plans and specifications. 5. Our report was prepared for the exclusive benefit of our client. Reliance upon the report and its conclusions is not made to third parties or future property owners. ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Appendix C: Hydrologic Analyses 1S 2S 3S 5S 6S 7S 8S 9S 10S11S 5R Northwest Perimeter 6R Western Design Point 10R Northern Perimeter 11R Easterrn Perimeter 12R Roadway 13R CB 143 14R CB 144 Routing Diagram for Pre Development Prepared by T Reynolds Engineering, Printed 7/2/2018 HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Subcat Reach Pond Link Pre Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 2HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 5.083 74 >75% Grass cover, Good, HSG C (5S, 6S, 7S, 8S, 9S, 10S, 11S) 0.692 96 Gravel surface, HSG C (1S, 3S, 11S) 3.429 98 Paved parking, HSG C (1S, 3S, 6S, 7S, 8S, 9S, 10S, 11S) 0.030 98 Paved roads w/curbs & sewers, HSG C (5S) 1.663 98 Roofs, HSG C (3S, 5S, 6S, 7S, 8S, 9S, 10S, 11S) 6.258 70 Woods, Good, HSG C (3S) 4.408 72 Woods/grass comb., Good, HSG C (1S, 2S) 21.563 79 TOTAL AREA Type III 24-hr 2-Year Event Rainfall=3.10"Pre Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 3HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC 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 Runoff Area=150,560 sf 0.41% Impervious Runoff Depth>0.78"Subcatchment 1S: Flow Length=479' Tc=13.0 min CN=72 Runoff=2.53 cfs 0.226 af Runoff Area=43,393 sf 0.00% Impervious Runoff Depth>0.79"Subcatchment 2S: Tc=6.0 min CN=72 Runoff=0.91 cfs 0.065 af Runoff Area=333,976 sf 10.83% Impervious Runoff Depth>0.93"Subcatchment 3S: Flow Length=489' Tc=11.7 min CN=75 Runoff=7.19 cfs 0.597 af Runoff Area=8,641 sf 27.71% Impervious Runoff Depth>1.29"Subcatchment 5S: Tc=6.0 min CN=81 Runoff=0.31 cfs 0.021 af Runoff Area=9,928 sf 42.76% Impervious Runoff Depth>1.49"Subcatchment 6S: Tc=6.0 min CN=84 Runoff=0.42 cfs 0.028 af Runoff Area=38,389 sf 32.76% Impervious Runoff Depth>1.35"Subcatchment 7S: Tc=6.0 min CN=82 Runoff=1.47 cfs 0.099 af Runoff Area=86,711 sf 39.70% Impervious Runoff Depth>1.49"Subcatchment 8S: Tc=6.0 min CN=84 Runoff=3.66 cfs 0.247 af Runoff Area=22,468 sf 34.05% Impervious Runoff Depth>1.35"Subcatchment 9S: Tc=6.0 min CN=82 Runoff=0.86 cfs 0.058 af Runoff Area=40,733 sf 44.62% Impervious Runoff Depth>1.56"Subcatchment 10S: Tc=6.0 min CN=85 Runoff=1.80 cfs 0.121 af Runoff Area=204,505 sf 52.26% Impervious Runoff Depth>1.71"Subcatchment 11S: Tc=6.0 min CN=87 Runoff=9.84 cfs 0.668 af Inflow=0.91 cfs 0.065 afReach 5R: Northwest Perimeter Outflow=0.91 cfs 0.065 af Inflow=2.53 cfs 0.226 afReach 6R: Western Design Point Outflow=2.53 cfs 0.226 af Inflow=7.19 cfs 0.597 afReach 10R: Northern Perimeter Outflow=7.19 cfs 0.597 af Inflow=16.16 cfs 1.094 afReach 11R: Easterrn Perimeter Outflow=16.16 cfs 1.094 af Inflow=0.31 cfs 0.021 afReach 12R: Roadway Outflow=0.31 cfs 0.021 af Inflow=0.42 cfs 0.028 afReach 13R: CB 143 Outflow=0.42 cfs 0.028 af Type III 24-hr 2-Year Event Rainfall=3.10"Pre Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 4HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Inflow=1.47 cfs 0.099 afReach 14R: CB 144 Outflow=1.47 cfs 0.099 af Total Runoff Area = 21.563 ac Runoff Volume = 2.131 af Average Runoff Depth = 1.19" 76.24% Pervious = 16.441 ac 23.76% Impervious = 5.123 ac Type III 24-hr 2-Year Event Rainfall=3.10"Pre Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 5HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 2.53 cfs @ 12.20 hrs, Volume= 0.226 af, Depth> 0.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 148,616 72 Woods/grass comb., Good, HSG C 1,320 96 Gravel surface, HSG C 624 98 Paved parking, HSG C 150,560 72 Weighted Average 149,936 99.59% Pervious Area 624 0.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 75 0.0400 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 4.1 404 0.0557 1.65 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 13.0 479 Total Summary for Subcatchment 2S: Runoff = 0.91 cfs @ 12.10 hrs, Volume= 0.065 af, Depth> 0.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 43,393 72 Woods/grass comb., Good, HSG C 43,393 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3S: Runoff = 7.19 cfs @ 12.17 hrs, Volume= 0.597 af, Depth> 0.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Type III 24-hr 2-Year Event Rainfall=3.10"Pre Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 6HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area (sf) CN Description 272,582 70 Woods, Good, HSG C 25,221 96 Gravel surface, HSG C 10,991 98 Roofs, HSG C 25,182 98 Paved parking, HSG C 333,976 75 Weighted Average 297,803 89.17% Pervious Area 36,173 10.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 100 0.1400 0.25 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 4.9 389 0.0694 1.32 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 11.7 489 Total Summary for Subcatchment 5S: Runoff = 0.31 cfs @ 12.10 hrs, Volume= 0.021 af, Depth> 1.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 6,247 74 >75% Grass cover, Good, HSG C 1,316 98 Paved roads w/curbs & sewers, HSG C 1,078 98 Roofs, HSG C 8,641 81 Weighted Average 6,247 72.29% Pervious Area 2,394 27.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 6S: Runoff = 0.42 cfs @ 12.09 hrs, Volume= 0.028 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 III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 5,683 74 >75% Grass cover, Good, HSG C 2,410 98 Paved parking, HSG C 1,835 98 Roofs, HSG C 9,928 84 Weighted Average 5,683 57.24% Pervious Area 4,245 42.76% Impervious Area Type III 24-hr 2-Year Event Rainfall=3.10"Pre Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 7HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 7S: Runoff = 1.47 cfs @ 12.09 hrs, Volume= 0.099 af, Depth> 1.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 25,812 74 >75% Grass cover, Good, HSG C 8,193 98 Paved parking, HSG C 3,289 98 Roofs, HSG C 1,095 98 Paved parking, HSG C 38,389 82 Weighted Average 25,812 67.24% Pervious Area 12,577 32.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 8S: Runoff = 3.66 cfs @ 12.09 hrs, Volume= 0.247 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 III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 52,287 74 >75% Grass cover, Good, HSG C 28,414 98 Paved parking, HSG C 6,010 98 Roofs, HSG C 86,711 84 Weighted Average 52,287 60.30% Pervious Area 34,424 39.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Type III 24-hr 2-Year Event Rainfall=3.10"Pre Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 8HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Runoff = 0.86 cfs @ 12.09 hrs, Volume= 0.058 af, Depth> 1.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 14,817 74 >75% Grass cover, Good, HSG C 3,904 98 Paved parking, HSG C 3,747 98 Roofs, HSG C 22,468 82 Weighted Average 14,817 65.95% Pervious Area 7,651 34.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 10S: Runoff = 1.80 cfs @ 12.09 hrs, Volume= 0.121 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 III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 22,558 74 >75% Grass cover, Good, HSG C 13,658 98 Paved parking, HSG C 4,517 98 Roofs, HSG C 40,733 85 Weighted Average 22,558 55.38% Pervious Area 18,175 44.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 11S: Runoff = 9.84 cfs @ 12.09 hrs, Volume= 0.668 af, Depth> 1.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Type III 24-hr 2-Year Event Rainfall=3.10"Pre Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 9HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area (sf) CN Description 94,030 74 >75% Grass cover, Good, HSG C 65,897 98 Paved parking, HSG C 40,981 98 Roofs, HSG C 3,597 96 Gravel surface, HSG C 204,505 87 Weighted Average 97,627 47.74% Pervious Area 106,878 52.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Reach 5R: Northwest Perimeter Inflow Area = 0.996 ac, 0.00% Impervious, Inflow Depth > 0.79" for 2-Year Event event Inflow = 0.91 cfs @ 12.10 hrs, Volume= 0.065 af Outflow = 0.91 cfs @ 12.10 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach 6R: Western Design Point Inflow Area = 3.456 ac, 0.41% Impervious, Inflow Depth > 0.78" for 2-Year Event event Inflow = 2.53 cfs @ 12.20 hrs, Volume= 0.226 af Outflow = 2.53 cfs @ 12.20 hrs, Volume= 0.226 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach 10R: Northern Perimeter Inflow Area = 7.667 ac, 10.83% Impervious, Inflow Depth > 0.93" for 2-Year Event event Inflow = 7.19 cfs @ 12.17 hrs, Volume= 0.597 af Outflow = 7.19 cfs @ 12.17 hrs, Volume= 0.597 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach 11R: Easterrn Perimeter Inflow Area = 8.136 ac, 47.16% Impervious, Inflow Depth > 1.61" for 2-Year Event event Inflow = 16.16 cfs @ 12.09 hrs, Volume= 1.094 af Outflow = 16.16 cfs @ 12.09 hrs, Volume= 1.094 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.10"Pre Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 10HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Reach 12R: Roadway Inflow Area = 0.198 ac, 27.71% Impervious, Inflow Depth > 1.29" for 2-Year Event event Inflow = 0.31 cfs @ 12.10 hrs, Volume= 0.021 af Outflow = 0.31 cfs @ 12.10 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach 13R: CB 143 Inflow Area = 0.228 ac, 42.76% Impervious, Inflow Depth > 1.49" for 2-Year Event event Inflow = 0.42 cfs @ 12.09 hrs, Volume= 0.028 af Outflow = 0.42 cfs @ 12.09 hrs, Volume= 0.028 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach 14R: CB 144 Inflow Area = 0.881 ac, 32.76% Impervious, Inflow Depth > 1.35" for 2-Year Event event Inflow = 1.47 cfs @ 12.09 hrs, Volume= 0.099 af Outflow = 1.47 cfs @ 12.09 hrs, Volume= 0.099 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.93"Pre Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 11HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC 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 Runoff Area=150,560 sf 0.41% Impervious Runoff Depth>1.97"Subcatchment 1S: Flow Length=479' Tc=13.0 min CN=72 Runoff=6.77 cfs 0.569 af Runoff Area=43,393 sf 0.00% Impervious Runoff Depth>1.98"Subcatchment 2S: Tc=6.0 min CN=72 Runoff=2.43 cfs 0.164 af Runoff Area=333,976 sf 10.83% Impervious Runoff Depth>2.21"Subcatchment 3S: Flow Length=489' Tc=11.7 min CN=75 Runoff=17.63 cfs 1.415 af Runoff Area=8,641 sf 27.71% Impervious Runoff Depth>2.73"Subcatchment 5S: Tc=6.0 min CN=81 Runoff=0.67 cfs 0.045 af Runoff Area=9,928 sf 42.76% Impervious Runoff Depth>3.01"Subcatchment 6S: Tc=6.0 min CN=84 Runoff=0.83 cfs 0.057 af Runoff Area=38,389 sf 32.76% Impervious Runoff Depth>2.82"Subcatchment 7S: Tc=6.0 min CN=82 Runoff=3.05 cfs 0.207 af Runoff Area=86,711 sf 39.70% Impervious Runoff Depth>3.01"Subcatchment 8S: Tc=6.0 min CN=84 Runoff=7.28 cfs 0.499 af Runoff Area=22,468 sf 34.05% Impervious Runoff Depth>2.82"Subcatchment 9S: Tc=6.0 min CN=82 Runoff=1.78 cfs 0.121 af Runoff Area=40,733 sf 44.62% Impervious Runoff Depth>3.10"Subcatchment 10S: Tc=6.0 min CN=85 Runoff=3.51 cfs 0.242 af Runoff Area=204,505 sf 52.26% Impervious Runoff Depth>3.30"Subcatchment 11S: Tc=6.0 min CN=87 Runoff=18.52 cfs 1.290 af Inflow=2.43 cfs 0.164 afReach 5R: Northwest Perimeter Outflow=2.43 cfs 0.164 af Inflow=6.77 cfs 0.569 afReach 6R: Western Design Point Outflow=6.77 cfs 0.569 af Inflow=17.63 cfs 1.415 afReach 10R: Northern Perimeter Outflow=17.63 cfs 1.415 af Inflow=31.09 cfs 2.153 afReach 11R: Easterrn Perimeter Outflow=31.09 cfs 2.153 af Inflow=0.67 cfs 0.045 afReach 12R: Roadway Outflow=0.67 cfs 0.045 af Inflow=0.83 cfs 0.057 afReach 13R: CB 143 Outflow=0.83 cfs 0.057 af Type III 24-hr 10-Year Event Rainfall=4.93"Pre Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 12HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Inflow=3.05 cfs 0.207 afReach 14R: CB 144 Outflow=3.05 cfs 0.207 af Total Runoff Area = 21.563 ac Runoff Volume = 4.611 af Average Runoff Depth = 2.57" 76.24% Pervious = 16.441 ac 23.76% Impervious = 5.123 ac Type III 24-hr 10-Year Event Rainfall=4.93"Pre Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 13HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 6.77 cfs @ 12.19 hrs, Volume= 0.569 af, Depth> 1.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 148,616 72 Woods/grass comb., Good, HSG C 1,320 96 Gravel surface, HSG C 624 98 Paved parking, HSG C 150,560 72 Weighted Average 149,936 99.59% Pervious Area 624 0.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 75 0.0400 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 4.1 404 0.0557 1.65 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 13.0 479 Total Summary for Subcatchment 2S: Runoff = 2.43 cfs @ 12.10 hrs, Volume= 0.164 af, Depth> 1.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 43,393 72 Woods/grass comb., Good, HSG C 43,393 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3S: Runoff = 17.63 cfs @ 12.17 hrs, Volume= 1.415 af, Depth> 2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Type III 24-hr 10-Year Event Rainfall=4.93"Pre Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 14HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area (sf) CN Description 272,582 70 Woods, Good, HSG C 25,221 96 Gravel surface, HSG C 10,991 98 Roofs, HSG C 25,182 98 Paved parking, HSG C 333,976 75 Weighted Average 297,803 89.17% Pervious Area 36,173 10.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 100 0.1400 0.25 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 4.9 389 0.0694 1.32 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 11.7 489 Total Summary for Subcatchment 5S: Runoff = 0.67 cfs @ 12.09 hrs, Volume= 0.045 af, Depth> 2.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 6,247 74 >75% Grass cover, Good, HSG C 1,316 98 Paved roads w/curbs & sewers, HSG C 1,078 98 Roofs, HSG C 8,641 81 Weighted Average 6,247 72.29% Pervious Area 2,394 27.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 6S: Runoff = 0.83 cfs @ 12.09 hrs, Volume= 0.057 af, Depth> 3.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 5,683 74 >75% Grass cover, Good, HSG C 2,410 98 Paved parking, HSG C 1,835 98 Roofs, HSG C 9,928 84 Weighted Average 5,683 57.24% Pervious Area 4,245 42.76% Impervious Area Type III 24-hr 10-Year Event Rainfall=4.93"Pre Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 15HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 7S: Runoff = 3.05 cfs @ 12.09 hrs, Volume= 0.207 af, Depth> 2.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 25,812 74 >75% Grass cover, Good, HSG C 8,193 98 Paved parking, HSG C 3,289 98 Roofs, HSG C 1,095 98 Paved parking, HSG C 38,389 82 Weighted Average 25,812 67.24% Pervious Area 12,577 32.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 8S: Runoff = 7.28 cfs @ 12.09 hrs, Volume= 0.499 af, Depth> 3.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 52,287 74 >75% Grass cover, Good, HSG C 28,414 98 Paved parking, HSG C 6,010 98 Roofs, HSG C 86,711 84 Weighted Average 52,287 60.30% Pervious Area 34,424 39.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Type III 24-hr 10-Year Event Rainfall=4.93"Pre Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 16HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Runoff = 1.78 cfs @ 12.09 hrs, Volume= 0.121 af, Depth> 2.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 14,817 74 >75% Grass cover, Good, HSG C 3,904 98 Paved parking, HSG C 3,747 98 Roofs, HSG C 22,468 82 Weighted Average 14,817 65.95% Pervious Area 7,651 34.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 10S: Runoff = 3.51 cfs @ 12.09 hrs, Volume= 0.242 af, Depth> 3.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 22,558 74 >75% Grass cover, Good, HSG C 13,658 98 Paved parking, HSG C 4,517 98 Roofs, HSG C 40,733 85 Weighted Average 22,558 55.38% Pervious Area 18,175 44.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 11S: Runoff = 18.52 cfs @ 12.09 hrs, Volume= 1.290 af, Depth> 3.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Type III 24-hr 10-Year Event Rainfall=4.93"Pre Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 17HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area (sf) CN Description 94,030 74 >75% Grass cover, Good, HSG C 65,897 98 Paved parking, HSG C 40,981 98 Roofs, HSG C 3,597 96 Gravel surface, HSG C 204,505 87 Weighted Average 97,627 47.74% Pervious Area 106,878 52.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Reach 5R: Northwest Perimeter Inflow Area = 0.996 ac, 0.00% Impervious, Inflow Depth > 1.98" for 10-Year Event event Inflow = 2.43 cfs @ 12.10 hrs, Volume= 0.164 af Outflow = 2.43 cfs @ 12.10 hrs, Volume= 0.164 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach 6R: Western Design Point Inflow Area = 3.456 ac, 0.41% Impervious, Inflow Depth > 1.97" for 10-Year Event event Inflow = 6.77 cfs @ 12.19 hrs, Volume= 0.569 af Outflow = 6.77 cfs @ 12.19 hrs, Volume= 0.569 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach 10R: Northern Perimeter Inflow Area = 7.667 ac, 10.83% Impervious, Inflow Depth > 2.21" for 10-Year Event event Inflow = 17.63 cfs @ 12.17 hrs, Volume= 1.415 af Outflow = 17.63 cfs @ 12.17 hrs, Volume= 1.415 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach 11R: Easterrn Perimeter Inflow Area = 8.136 ac, 47.16% Impervious, Inflow Depth > 3.18" for 10-Year Event event Inflow = 31.09 cfs @ 12.09 hrs, Volume= 2.153 af Outflow = 31.09 cfs @ 12.09 hrs, Volume= 2.153 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.93"Pre Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 18HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Reach 12R: Roadway Inflow Area = 0.198 ac, 27.71% Impervious, Inflow Depth > 2.73" for 10-Year Event event Inflow = 0.67 cfs @ 12.09 hrs, Volume= 0.045 af Outflow = 0.67 cfs @ 12.09 hrs, Volume= 0.045 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach 13R: CB 143 Inflow Area = 0.228 ac, 42.76% Impervious, Inflow Depth > 3.01" for 10-Year Event event Inflow = 0.83 cfs @ 12.09 hrs, Volume= 0.057 af Outflow = 0.83 cfs @ 12.09 hrs, Volume= 0.057 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach 14R: CB 144 Inflow Area = 0.881 ac, 32.76% Impervious, Inflow Depth > 2.82" for 10-Year Event event Inflow = 3.05 cfs @ 12.09 hrs, Volume= 0.207 af Outflow = 3.05 cfs @ 12.09 hrs, Volume= 0.207 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=7.82"Pre Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 19HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC 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 Runoff Area=150,560 sf 0.41% Impervious Runoff Depth>4.23"Subcatchment 1S: Flow Length=479' Tc=13.0 min CN=72 Runoff=14.52 cfs 1.218 af Runoff Area=43,393 sf 0.00% Impervious Runoff Depth>4.24"Subcatchment 2S: Tc=6.0 min CN=72 Runoff=5.19 cfs 0.352 af Runoff Area=333,976 sf 10.83% Impervious Runoff Depth>4.56"Subcatchment 3S: Flow Length=489' Tc=11.7 min CN=75 Runoff=36.06 cfs 2.916 af Runoff Area=8,641 sf 27.71% Impervious Runoff Depth>5.25"Subcatchment 5S: Tc=6.0 min CN=81 Runoff=1.24 cfs 0.087 af Runoff Area=9,928 sf 42.76% Impervious Runoff Depth>5.59"Subcatchment 6S: Tc=6.0 min CN=84 Runoff=1.50 cfs 0.106 af Runoff Area=38,389 sf 32.76% Impervious Runoff Depth>5.36"Subcatchment 7S: Tc=6.0 min CN=82 Runoff=5.62 cfs 0.394 af Runoff Area=86,711 sf 39.70% Impervious Runoff Depth>5.59"Subcatchment 8S: Tc=6.0 min CN=84 Runoff=13.11 cfs 0.928 af Runoff Area=22,468 sf 34.05% Impervious Runoff Depth>5.36"Subcatchment 9S: Tc=6.0 min CN=82 Runoff=3.29 cfs 0.231 af Runoff Area=40,733 sf 44.62% Impervious Runoff Depth>5.71"Subcatchment 10S: Tc=6.0 min CN=85 Runoff=6.25 cfs 0.445 af Runoff Area=204,505 sf 52.26% Impervious Runoff Depth>5.93"Subcatchment 11S: Tc=6.0 min CN=87 Runoff=32.24 cfs 2.320 af Inflow=5.19 cfs 0.352 afReach 5R: Northwest Perimeter Outflow=5.19 cfs 0.352 af Inflow=14.52 cfs 1.218 afReach 6R: Western Design Point Outflow=14.52 cfs 1.218 af Inflow=36.06 cfs 2.916 afReach 10R: Northern Perimeter Outflow=36.06 cfs 2.916 af Inflow=54.89 cfs 3.923 afReach 11R: Easterrn Perimeter Outflow=54.89 cfs 3.923 af Inflow=1.24 cfs 0.087 afReach 12R: Roadway Outflow=1.24 cfs 0.087 af Inflow=1.50 cfs 0.106 afReach 13R: CB 143 Outflow=1.50 cfs 0.106 af Type III 24-hr 100-Year Event Rainfall=7.82"Pre Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 20HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Inflow=5.62 cfs 0.394 afReach 14R: CB 144 Outflow=5.62 cfs 0.394 af Total Runoff Area = 21.563 ac Runoff Volume = 8.996 af Average Runoff Depth = 5.01" 76.24% Pervious = 16.441 ac 23.76% Impervious = 5.123 ac Type III 24-hr 100-Year Event Rainfall=7.82"Pre Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 21HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 14.52 cfs @ 12.18 hrs, Volume= 1.218 af, Depth> 4.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 148,616 72 Woods/grass comb., Good, HSG C 1,320 96 Gravel surface, HSG C 624 98 Paved parking, HSG C 150,560 72 Weighted Average 149,936 99.59% Pervious Area 624 0.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 75 0.0400 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 4.1 404 0.0557 1.65 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 13.0 479 Total Summary for Subcatchment 2S: Runoff = 5.19 cfs @ 12.09 hrs, Volume= 0.352 af, Depth> 4.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 43,393 72 Woods/grass comb., Good, HSG C 43,393 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3S: Runoff = 36.06 cfs @ 12.16 hrs, Volume= 2.916 af, Depth> 4.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Type III 24-hr 100-Year Event Rainfall=7.82"Pre Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 22HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area (sf) CN Description 272,582 70 Woods, Good, HSG C 25,221 96 Gravel surface, HSG C 10,991 98 Roofs, HSG C 25,182 98 Paved parking, HSG C 333,976 75 Weighted Average 297,803 89.17% Pervious Area 36,173 10.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 100 0.1400 0.25 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 4.9 389 0.0694 1.32 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 11.7 489 Total Summary for Subcatchment 5S: Runoff = 1.24 cfs @ 12.09 hrs, Volume= 0.087 af, Depth> 5.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 6,247 74 >75% Grass cover, Good, HSG C 1,316 98 Paved roads w/curbs & sewers, HSG C 1,078 98 Roofs, HSG C 8,641 81 Weighted Average 6,247 72.29% Pervious Area 2,394 27.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 6S: Runoff = 1.50 cfs @ 12.09 hrs, Volume= 0.106 af, Depth> 5.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 5,683 74 >75% Grass cover, Good, HSG C 2,410 98 Paved parking, HSG C 1,835 98 Roofs, HSG C 9,928 84 Weighted Average 5,683 57.24% Pervious Area 4,245 42.76% Impervious Area Type III 24-hr 100-Year Event Rainfall=7.82"Pre Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 23HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 7S: Runoff = 5.62 cfs @ 12.09 hrs, Volume= 0.394 af, Depth> 5.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 25,812 74 >75% Grass cover, Good, HSG C 8,193 98 Paved parking, HSG C 3,289 98 Roofs, HSG C 1,095 98 Paved parking, HSG C 38,389 82 Weighted Average 25,812 67.24% Pervious Area 12,577 32.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 8S: Runoff = 13.11 cfs @ 12.09 hrs, Volume= 0.928 af, Depth> 5.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 52,287 74 >75% Grass cover, Good, HSG C 28,414 98 Paved parking, HSG C 6,010 98 Roofs, HSG C 86,711 84 Weighted Average 52,287 60.30% Pervious Area 34,424 39.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Type III 24-hr 100-Year Event Rainfall=7.82"Pre Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 24HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Runoff = 3.29 cfs @ 12.09 hrs, Volume= 0.231 af, Depth> 5.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 14,817 74 >75% Grass cover, Good, HSG C 3,904 98 Paved parking, HSG C 3,747 98 Roofs, HSG C 22,468 82 Weighted Average 14,817 65.95% Pervious Area 7,651 34.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 10S: Runoff = 6.25 cfs @ 12.09 hrs, Volume= 0.445 af, Depth> 5.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 22,558 74 >75% Grass cover, Good, HSG C 13,658 98 Paved parking, HSG C 4,517 98 Roofs, HSG C 40,733 85 Weighted Average 22,558 55.38% Pervious Area 18,175 44.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 11S: Runoff = 32.24 cfs @ 12.09 hrs, Volume= 2.320 af, Depth> 5.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Type III 24-hr 100-Year Event Rainfall=7.82"Pre Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 25HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area (sf) CN Description 94,030 74 >75% Grass cover, Good, HSG C 65,897 98 Paved parking, HSG C 40,981 98 Roofs, HSG C 3,597 96 Gravel surface, HSG C 204,505 87 Weighted Average 97,627 47.74% Pervious Area 106,878 52.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Reach 5R: Northwest Perimeter Inflow Area = 0.996 ac, 0.00% Impervious, Inflow Depth > 4.24" for 100-Year Event event Inflow = 5.19 cfs @ 12.09 hrs, Volume= 0.352 af Outflow = 5.19 cfs @ 12.09 hrs, Volume= 0.352 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach 6R: Western Design Point Inflow Area = 3.456 ac, 0.41% Impervious, Inflow Depth > 4.23" for 100-Year Event event Inflow = 14.52 cfs @ 12.18 hrs, Volume= 1.218 af Outflow = 14.52 cfs @ 12.18 hrs, Volume= 1.218 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach 10R: Northern Perimeter Inflow Area = 7.667 ac, 10.83% Impervious, Inflow Depth > 4.56" for 100-Year Event event Inflow = 36.06 cfs @ 12.16 hrs, Volume= 2.916 af Outflow = 36.06 cfs @ 12.16 hrs, Volume= 2.916 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach 11R: Easterrn Perimeter Inflow Area = 8.136 ac, 47.16% Impervious, Inflow Depth > 5.79" for 100-Year Event event Inflow = 54.89 cfs @ 12.09 hrs, Volume= 3.923 af Outflow = 54.89 cfs @ 12.09 hrs, Volume= 3.923 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=7.82"Pre Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 26HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Reach 12R: Roadway Inflow Area = 0.198 ac, 27.71% Impervious, Inflow Depth > 5.25" for 100-Year Event event Inflow = 1.24 cfs @ 12.09 hrs, Volume= 0.087 af Outflow = 1.24 cfs @ 12.09 hrs, Volume= 0.087 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach 13R: CB 143 Inflow Area = 0.228 ac, 42.76% Impervious, Inflow Depth > 5.59" for 100-Year Event event Inflow = 1.50 cfs @ 12.09 hrs, Volume= 0.106 af Outflow = 1.50 cfs @ 12.09 hrs, Volume= 0.106 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach 14R: CB 144 Inflow Area = 0.881 ac, 32.76% Impervious, Inflow Depth > 5.36" for 100-Year Event event Inflow = 5.62 cfs @ 12.09 hrs, Volume= 0.394 af Outflow = 5.62 cfs @ 12.09 hrs, Volume= 0.394 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 1aS 1bS 1cS 1dS 1eS 1fS 1S 2S 3aS3bS 3cS 3dS 3eS 3fS 3gS 3hS 3iS 3jS 3S 5S 6aS 6S 7aS 7S 8aS 8S9aS 9S 10S 11S 5R Northwest Perimeter 6R Western Design Point 10R Northern Perimeter 11R Easterrn Perimeter 12R Roadway 13R CB 143 14R CB 144 2PCB CB 201 3P Bioretention Basin 4PCB WQU 1 5P Bioretention Basin 8P Subsurface stone Bed 9PCB OCS 1 11P Subsurface 3 12P Subsurface 4 13P Subsurface stone Bed 14PCB CB 211 15P Subsurface 1 16P Subsurface 2 17PCB CB 205/206 18PCB DMH 51 19PCB CB 204 20PCB DMH 50 21PCB WQU 2 22PCB CB 202 23PCB CB 200 24PCB DMH54 25PCB WQU 4 26PCB CB 213 27PCB CB 214 28PCB DMH 55 29PCB CB 212 30PCB CBs 215/217 31PCB CB 218 32PCB DMH 56 33PCB OCS 2 34PCB WQU 8 37PCB OCS 6 38PCB WQU 7 40PCB WQU 5 42PCB WQU 6 59P Level Spreader 3 60P Level Spreader 2 61PCB CB 210 62PCB CB 209 63PCB WQU 3 64P Level Spreader 2 65P 12" Culverts Routing Diagram for Post Development Prepared by T Reynolds Engineering, Printed 7/2/2018 HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Subcat Reach Pond Link Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 2HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 7.212 74 >75% Grass cover, Good, HSG C (1aS, 1S, 3cS, 3dS, 3eS, 3fS, 3gS, 3hS, 3jS, 5S, 6aS, 6S, 7aS, 7S, 8aS, 8S, 9aS, 9S, 10S, 11S) 7.664 98 Paved parking, HSG C (1bS, 1cS, 1dS, 1eS, 1fS, 3aS, 3bS, 3cS, 3dS, 3eS, 3fS, 3gS, 3hS, 3iS, 6aS, 6S, 7aS, 7S, 8aS, 8S, 9aS, 10S, 11S) 0.040 98 Paved roads w/curbs & sewers, HSG C (5S) 0.260 98 Paved sidewalks, HSG C (1aS) 1.556 98 Roofs, HSG C (3hS, 3iS, 6aS, 7aS, 7S, 8S, 9aS, 10S, 11S) 0.540 98 Water Surface, HSG C (1aS, 3jS) 1.226 70 Woods, Good, HSG C (3iS) 3.069 72 Woods/grass comb., Good, HSG C (2S, 3aS, 3S) 21.568 85 TOTAL AREA Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 3HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Time span=0.01-72.00 hrs, dt=0.03 hrs, 2401 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=46,043 sf 57.39% Impervious Runoff Depth=1.91"Subcatchment 1aS: Tc=6.0 min CN=88 Runoff=2.34 cfs 0.168 af Runoff Area=17,715 sf 100.00% Impervious Runoff Depth=2.87"Subcatchment 1bS: Tc=6.0 min CN=98 Runoff=1.22 cfs 0.097 af Runoff Area=13,118 sf 100.00% Impervious Runoff Depth=2.87"Subcatchment 1cS: Tc=6.0 min CN=98 Runoff=0.90 cfs 0.072 af Runoff Area=12,238 sf 100.00% Impervious Runoff Depth=2.87"Subcatchment 1dS: Tc=6.0 min CN=98 Runoff=0.84 cfs 0.067 af Runoff Area=22,063 sf 100.00% Impervious Runoff Depth=2.87"Subcatchment 1eS: Tc=6.0 min CN=98 Runoff=1.51 cfs 0.121 af Runoff Area=22,075 sf 100.00% Impervious Runoff Depth=2.87"Subcatchment 1fS: Tc=6.0 min CN=98 Runoff=1.52 cfs 0.121 af Runoff Area=37,261 sf 0.00% Impervious Runoff Depth=0.97"Subcatchment 1S: Flow Length=271' Tc=15.9 min CN=74 Runoff=0.67 cfs 0.069 af Runoff Area=23,401 sf 0.00% Impervious Runoff Depth=0.87"Subcatchment 2S: Tc=6.0 min CN=72 Runoff=0.50 cfs 0.039 af Runoff Area=12,447 sf 79.53% Impervious Runoff Depth=2.35"Subcatchment 3aS: Tc=6.0 min CN=93 Runoff=0.76 cfs 0.056 af Runoff Area=14,365 sf 100.00% Impervious Runoff Depth=2.87"Subcatchment 3bS: Tc=6.0 min CN=98 Runoff=0.99 cfs 0.079 af Runoff Area=13,142 sf 61.57% Impervious Runoff Depth=1.99"Subcatchment 3cS: Tc=6.0 min CN=89 Runoff=0.69 cfs 0.050 af Runoff Area=14,474 sf 88.25% Impervious Runoff Depth=2.55"Subcatchment 3dS: Tc=6.0 min CN=95 Runoff=0.93 cfs 0.071 af Runoff Area=15,152 sf 68.62% Impervious Runoff Depth=2.08"Subcatchment 3eS: Tc=6.0 min CN=90 Runoff=0.83 cfs 0.060 af Runoff Area=17,590 sf 45.05% Impervious Runoff Depth=1.67"Subcatchment 3fS: Tc=6.0 min CN=85 Runoff=0.79 cfs 0.056 af Runoff Area=24,398 sf 61.78% Impervious Runoff Depth=1.99"Subcatchment 3gS: Tc=6.0 min CN=89 Runoff=1.29 cfs 0.093 af Runoff Area=24,713 sf 57.31% Impervious Runoff Depth=1.91"Subcatchment 3hS: Tc=6.0 min CN=88 Runoff=1.26 cfs 0.090 af Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 4HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Runoff Area=70,520 sf 24.24% Impervious Runoff Depth=1.14"Subcatchment 3iS: Tc=6.0 min CN=77 Runoff=2.09 cfs 0.154 af Runoff Area=19,648 sf 42.87% Impervious Runoff Depth=1.60"Subcatchment 3jS: Tc=6.0 min CN=84 Runoff=0.84 cfs 0.060 af Runoff Area=107,746 sf 0.00% Impervious Runoff Depth=0.87"Subcatchment 3S: Tc=6.0 min CN=72 Runoff=2.29 cfs 0.179 af Runoff Area=3,667 sf 47.12% Impervious Runoff Depth=1.67"Subcatchment 5S: Tc=6.0 min CN=85 Runoff=0.16 cfs 0.012 af Runoff Area=10,539 sf 64.36% Impervious Runoff Depth=1.99"Subcatchment 6aS: Tc=6.0 min CN=89 Runoff=0.56 cfs 0.040 af Runoff Area=1,902 sf 86.91% Impervious Runoff Depth=2.55"Subcatchment 6S: Tc=6.0 min CN=95 Runoff=0.12 cfs 0.009 af Runoff Area=15,454 sf 51.60% Impervious Runoff Depth=1.75"Subcatchment 7aS: Tc=0.0 min CN=86 Runoff=0.86 cfs 0.052 af Runoff Area=25,400 sf 30.56% Impervious Runoff Depth=1.39"Subcatchment 7S: Tc=6.0 min CN=81 Runoff=0.94 cfs 0.068 af Runoff Area=4,415 sf 81.31% Impervious Runoff Depth=2.45"Subcatchment 8aS: Tc=6.0 min CN=94 Runoff=0.28 cfs 0.021 af Runoff Area=82,295 sf 41.50% Impervious Runoff Depth=1.60"Subcatchment 8S: Tc=6.0 min CN=84 Runoff=3.51 cfs 0.252 af Runoff Area=17,669 sf 59.73% Impervious Runoff Depth=1.91"Subcatchment 9aS: Tc=6.0 min CN=88 Runoff=0.90 cfs 0.064 af Runoff Area=4,799 sf 0.00% Impervious Runoff Depth=0.97"Subcatchment 9S: Tc=6.0 min CN=74 Runoff=0.12 cfs 0.009 af Runoff Area=40,733 sf 47.41% Impervious Runoff Depth=1.67"Subcatchment 10S: Tc=6.0 min CN=85 Runoff=1.82 cfs 0.130 af Runoff Area=204,505 sf 55.19% Impervious Runoff Depth=1.83"Subcatchment 11S: Tc=6.0 min CN=87 Runoff=9.97 cfs 0.715 af Inflow=0.50 cfs 0.039 afReach 5R: Northwest Perimeter Outflow=0.50 cfs 0.039 af Inflow=0.71 cfs 0.392 afReach 6R: Western Design Point Outflow=0.71 cfs 0.392 af Inflow=6.07 cfs 0.780 afReach 10R: Northern Perimeter Outflow=6.07 cfs 0.780 af Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 5HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Inflow=16.16 cfs 1.188 afReach 11R: Easterrn Perimeter Outflow=16.16 cfs 1.188 af Inflow=0.16 cfs 0.012 afReach 12R: Roadway Outflow=0.16 cfs 0.012 af Inflow=0.26 cfs 0.049 afReach 13R: CB 143 Outflow=0.26 cfs 0.049 af Inflow=1.12 cfs 0.119 afReach 14R: CB 144 Outflow=1.12 cfs 0.119 af Peak Elev=321.54' Inflow=0.90 cfs 0.072 afPond 2P: CB 201 Outflow=0.90 cfs 0.072 af Peak Elev=316.57' Storage=9,083 cf Inflow=8.33 cfs 0.646 afPond 3P: Bioretention Basin Primary=1.01 cfs 0.647 af Secondary=0.00 cfs 0.000 af Tertiary=0.00 cfs 0.000 af Outflow=1.01 cfs 0.647 af Peak Elev=317.88' Inflow=2.73 cfs 0.218 afPond 4P: WQU 1 18.0" Round Culvert n=0.013 L=39.0' S=0.0256 '/' Outflow=2.73 cfs 0.218 af Peak Elev=334.72' Storage=6,419 cf Inflow=6.63 cfs 0.480 afPond 5P: Bioretention Basin Primary=0.54 cfs 0.420 af Secondary=1.85 cfs 0.060 af Tertiary=0.00 cfs 0.000 af Outflow=2.39 cfs 0.481 af Peak Elev=314.57' Storage=9,524 cf Inflow=1.01 cfs 0.647 afPond 8P: Subsurface stone Bed Discarded=0.18 cfs 0.322 af Primary=0.68 cfs 0.325 af Outflow=0.85 cfs 0.647 af Peak Elev=311.91' Inflow=0.68 cfs 0.325 afPond 9P: OCS 1 18.0" Round Culvert n=0.013 L=42.0' S=0.0357 '/' Outflow=0.68 cfs 0.325 af Peak Elev=407.84' Storage=169 cf Inflow=0.28 cfs 0.021 afPond 11P: Subsurface 3 Outflow=0.20 cfs 0.020 af Peak Elev=401.12' Storage=429 cf Inflow=0.90 cfs 0.064 afPond 12P: Subsurface 4 8.0" Round Culvert n=0.010 L=20.0' S=0.0750 '/' Outflow=0.72 cfs 0.062 af Peak Elev=333.07' Storage=4,032 cf Inflow=0.54 cfs 0.420 afPond 13P: Subsurface stone Bed Discarded=0.09 cfs 0.164 af Primary=0.42 cfs 0.257 af Outflow=0.51 cfs 0.421 af Peak Elev=339.74' Inflow=0.69 cfs 0.050 afPond 14P: CB 211 Outflow=0.69 cfs 0.050 af Peak Elev=399.98' Storage=441 cf Inflow=0.56 cfs 0.040 afPond 15P: Subsurface 1 Outflow=0.17 cfs 0.040 af Peak Elev=399.05' Storage=574 cf Inflow=0.86 cfs 0.052 afPond 16P: Subsurface 2 Outflow=0.25 cfs 0.052 af Peak Elev=324.32' Inflow=1.52 cfs 0.121 afPond 17P: CB 205/206 Outflow=1.52 cfs 0.121 af Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 6HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Peak Elev=320.03' Inflow=1.52 cfs 0.121 afPond 18P: DMH 51 18.0" Round Culvert n=0.013 L=77.0' S=0.0221 '/' Outflow=1.52 cfs 0.121 af Peak Elev=322.54' Inflow=0.84 cfs 0.067 afPond 19P: CB 204 Outflow=0.84 cfs 0.067 af Peak Elev=318.51' Inflow=2.36 cfs 0.188 afPond 20P: DMH 50 18.0" Round Culvert n=0.013 L=39.0' S=0.0154 '/' Outflow=2.36 cfs 0.188 af Peak Elev=317.98' Inflow=3.26 cfs 0.260 afPond 21P: WQU 2 18.0" Round Culvert n=0.013 L=41.0' S=0.0244 '/' Outflow=3.26 cfs 0.260 af Peak Elev=322.56' Inflow=1.51 cfs 0.121 afPond 22P: CB 202 Outflow=1.51 cfs 0.121 af Peak Elev=321.55' Inflow=1.22 cfs 0.097 afPond 23P: CB 200 Outflow=1.22 cfs 0.097 af Peak Elev=336.42' Inflow=3.60 cfs 0.259 afPond 24P: DMH54 24.0" Round Culvert n=0.013 L=9.0' S=0.0111 '/' Outflow=3.60 cfs 0.259 af Peak Elev=336.20' Inflow=5.79 cfs 0.420 afPond 25P: WQU 4 24.0" Round Culvert n=0.013 L=22.0' S=0.0455 '/' Outflow=5.79 cfs 0.420 af Peak Elev=341.44' Inflow=0.93 cfs 0.071 afPond 26P: CB 213 Outflow=0.93 cfs 0.071 af Peak Elev=346.44' Inflow=0.83 cfs 0.060 afPond 27P: CB 214 Outflow=0.83 cfs 0.060 af Peak Elev=342.76' Inflow=2.12 cfs 0.153 afPond 28P: DMH 55 18.0" Round Culvert n=0.013 L=65.0' S=0.1031 '/' Outflow=2.12 cfs 0.153 af Peak Elev=341.04' Inflow=0.79 cfs 0.056 afPond 29P: CB 212 Outflow=0.79 cfs 0.056 af Peak Elev=353.06' Inflow=1.29 cfs 0.093 afPond 30P: CBs 215/217 Outflow=1.29 cfs 0.093 af Peak Elev=349.35' Inflow=1.26 cfs 0.090 afPond 31P: CB 218 Outflow=1.26 cfs 0.090 af Peak Elev=345.58' Inflow=1.26 cfs 0.090 afPond 32P: DMH 56 12.0" Round Culvert n=0.013 L=181.0' S=0.0541 '/' Outflow=1.26 cfs 0.090 af Peak Elev=331.65' Inflow=1.93 cfs 0.317 afPond 33P: OCS 2 24.0" Round Culvert n=0.013 L=37.0' S=0.1351 '/' Outflow=1.93 cfs 0.317 af Peak Elev=405.04' Inflow=0.90 cfs 0.064 afPond 34P: WQU 8 Outflow=0.90 cfs 0.064 af Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 7HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Peak Elev=400.63' Inflow=0.72 cfs 0.062 afPond 37P: OCS 6 Outflow=0.72 cfs 0.062 af Peak Elev=412.52' Inflow=0.28 cfs 0.021 afPond 38P: WQU 7 Outflow=0.28 cfs 0.021 af Peak Elev=405.03' Inflow=0.56 cfs 0.040 afPond 40P: WQU 5 Outflow=0.56 cfs 0.040 af Peak Elev=405.54' Inflow=0.86 cfs 0.052 afPond 42P: WQU 6 Outflow=0.86 cfs 0.052 af Peak Elev=327.09' Storage=0.003 af Inflow=1.93 cfs 0.317 afPond 59P: Level Spreader 3 Outflow=1.96 cfs 0.315 af Peak Elev=309.54' Storage=0.002 af Inflow=0.68 cfs 0.325 afPond 60P: Level Spreader 2 Outflow=0.68 cfs 0.323 af Peak Elev=329.29' Inflow=0.99 cfs 0.079 afPond 61P: CB 210 12.0" Round Culvert n=0.013 L=23.0' S=0.0391 '/' Outflow=0.99 cfs 0.079 af Peak Elev=328.67' Inflow=0.76 cfs 0.056 afPond 62P: CB 209 12.0" Round Culvert n=0.013 L=12.0' S=0.0167 '/' Outflow=0.76 cfs 0.056 af Peak Elev=328.54' Inflow=1.74 cfs 0.135 afPond 63P: WQU 3 12.0" Round Culvert n=0.013 L=143.0' S=0.0189 '/' Outflow=1.74 cfs 0.135 af Peak Elev=325.58' Storage=0.003 af Inflow=1.74 cfs 0.135 afPond 64P: Level Spreader 2 Outflow=1.74 cfs 0.133 af Peak Elev=335.10' Storage=78 cf Inflow=2.09 cfs 0.154 afPond 65P: 12" Culverts 12.0" Round Culvert x 2.00 n=0.013 L=112.0' S=0.0268 '/' Outflow=2.05 cfs 0.154 af Total Runoff Area = 21.568 ac Runoff Volume = 3.074 af Average Runoff Depth = 1.71" 53.36% Pervious = 11.508 ac 46.64% Impervious = 10.060 ac Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 8HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1aS: Runoff = 2.34 cfs @ 12.09 hrs, Volume= 0.168 af, Depth= 1.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 19,620 74 >75% Grass cover, Good, HSG C * 11,338 98 Paved sidewalks, HSG C 15,085 98 Water Surface, HSG C 46,043 88 Weighted Average 19,620 42.61% Pervious Area 26,423 57.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 1bS: Runoff = 1.22 cfs @ 12.08 hrs, Volume= 0.097 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 17,715 98 Paved parking, HSG C 17,715 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 1cS: Runoff = 0.90 cfs @ 12.08 hrs, Volume= 0.072 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 13,118 98 Paved parking, HSG C 13,118 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 9HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1dS: Runoff = 0.84 cfs @ 12.08 hrs, Volume= 0.067 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 12,238 98 Paved parking, HSG C 12,238 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 1eS: Runoff = 1.51 cfs @ 12.08 hrs, Volume= 0.121 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 22,063 98 Paved parking, HSG C 22,063 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 1fS: Runoff = 1.52 cfs @ 12.08 hrs, Volume= 0.121 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 22,075 98 Paved parking, HSG C 22,075 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 10HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 0.67 cfs @ 12.24 hrs, Volume= 0.069 af, Depth= 0.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 37,261 74 >75% Grass cover, Good, HSG C 37,261 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.1 75 0.0367 0.09 Sheet Flow, Grass: Bermuda n= 0.410 P2= 3.00" 1.8 196 0.0639 1.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 15.9 271 Total Summary for Subcatchment 2S: Runoff = 0.50 cfs @ 12.10 hrs, Volume= 0.039 af, Depth= 0.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 23,401 72 Woods/grass comb., Good, HSG C 23,401 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3aS: Runoff = 0.76 cfs @ 12.09 hrs, Volume= 0.056 af, Depth= 2.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 9,899 98 Paved parking, HSG C 2,548 72 Woods/grass comb., Good, HSG C 12,447 93 Weighted Average 2,548 20.47% Pervious Area 9,899 79.53% Impervious Area Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 11HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3bS: Runoff = 0.99 cfs @ 12.08 hrs, Volume= 0.079 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 0 74 >75% Grass cover, Good, HSG C 14,365 98 Paved parking, HSG C 14,365 98 Weighted Average 14,365 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3cS: Runoff = 0.69 cfs @ 12.09 hrs, Volume= 0.050 af, Depth= 1.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 8,091 98 Paved parking, HSG C 5,051 74 >75% Grass cover, Good, HSG C 13,142 89 Weighted Average 5,051 38.43% Pervious Area 8,091 61.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3dS: Runoff = 0.93 cfs @ 12.08 hrs, Volume= 0.071 af, Depth= 2.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 12HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area (sf) CN Description 12,774 98 Paved parking, HSG C 1,700 74 >75% Grass cover, Good, HSG C 14,474 95 Weighted Average 1,700 11.75% Pervious Area 12,774 88.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3eS: Runoff = 0.83 cfs @ 12.09 hrs, Volume= 0.060 af, Depth= 2.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 10,397 98 Paved parking, HSG C 4,755 74 >75% Grass cover, Good, HSG C 15,152 90 Weighted Average 4,755 31.38% Pervious Area 10,397 68.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3fS: Runoff = 0.79 cfs @ 12.09 hrs, Volume= 0.056 af, Depth= 1.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 7,924 98 Paved parking, HSG C 9,666 74 >75% Grass cover, Good, HSG C 17,590 85 Weighted Average 9,666 54.95% Pervious Area 7,924 45.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 13HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 3gS: Runoff = 1.29 cfs @ 12.09 hrs, Volume= 0.093 af, Depth= 1.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 15,074 98 Paved parking, HSG C 9,324 74 >75% Grass cover, Good, HSG C 24,398 89 Weighted Average 9,324 38.22% Pervious Area 15,074 61.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3hS: Runoff = 1.26 cfs @ 12.09 hrs, Volume= 0.090 af, Depth= 1.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 12,325 98 Paved parking, HSG C 10,550 74 >75% Grass cover, Good, HSG C 1,838 98 Roofs, HSG C 24,713 88 Weighted Average 10,550 42.69% Pervious Area 14,163 57.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3iS: Runoff = 2.09 cfs @ 12.10 hrs, Volume= 0.154 af, Depth= 1.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 14HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area (sf) CN Description 53,423 70 Woods, Good, HSG C 9,648 98 Paved parking, HSG C 7,449 98 Roofs, HSG C 70,520 77 Weighted Average 53,423 75.76% Pervious Area 17,097 24.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3jS: Runoff = 0.84 cfs @ 12.09 hrs, Volume= 0.060 af, Depth= 1.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 11,224 74 >75% Grass cover, Good, HSG C 8,424 98 Water Surface, HSG C 19,648 84 Weighted Average 11,224 57.13% Pervious Area 8,424 42.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3S: Runoff = 2.29 cfs @ 12.10 hrs, Volume= 0.179 af, Depth= 0.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 107,746 72 Woods/grass comb., Good, HSG C 107,746 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 15HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Runoff = 0.16 cfs @ 12.09 hrs, Volume= 0.012 af, Depth= 1.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 1,939 74 >75% Grass cover, Good, HSG C 1,728 98 Paved roads w/curbs & sewers, HSG C 3,667 85 Weighted Average 1,939 52.88% Pervious Area 1,728 47.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 6aS: Runoff = 0.56 cfs @ 12.09 hrs, Volume= 0.040 af, Depth= 1.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 3,756 74 >75% Grass cover, Good, HSG C 1,130 98 Roofs, HSG C 5,653 98 Paved parking, HSG C 10,539 89 Weighted Average 3,756 35.64% Pervious Area 6,783 64.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 6S: Runoff = 0.12 cfs @ 12.08 hrs, Volume= 0.009 af, Depth= 2.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 249 74 >75% Grass cover, Good, HSG C 1,653 98 Paved parking, HSG C 1,902 95 Weighted Average 249 13.09% Pervious Area 1,653 86.91% Impervious Area Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 16HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 7aS: Runoff = 0.86 cfs @ 12.01 hrs, Volume= 0.052 af, Depth= 1.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 7,479 74 >75% Grass cover, Good, HSG C 6,113 98 Paved parking, HSG C 1,862 98 Roofs, HSG C 15,454 86 Weighted Average 7,479 48.40% Pervious Area 7,975 51.60% Impervious Area Summary for Subcatchment 7S: Runoff = 0.94 cfs @ 12.09 hrs, Volume= 0.068 af, Depth= 1.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 17,637 74 >75% Grass cover, Good, HSG C 6,412 98 Paved parking, HSG C 256 98 Roofs, HSG C 1,095 98 Paved parking, HSG C 25,400 81 Weighted Average 17,637 69.44% Pervious Area 7,763 30.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 8aS: Runoff = 0.28 cfs @ 12.09 hrs, Volume= 0.021 af, Depth= 2.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 17HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area (sf) CN Description 3,590 98 Paved parking, HSG C 825 74 >75% Grass cover, Good, HSG C 4,415 94 Weighted Average 825 18.69% Pervious Area 3,590 81.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 8S: Runoff = 3.51 cfs @ 12.09 hrs, Volume= 0.252 af, Depth= 1.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 48,145 74 >75% Grass cover, Good, HSG C 28,140 98 Paved parking, HSG C 6,010 98 Roofs, HSG C 82,295 84 Weighted Average 48,145 58.50% Pervious Area 34,150 41.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 9aS: Runoff = 0.90 cfs @ 12.09 hrs, Volume= 0.064 af, Depth= 1.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 7,115 74 >75% Grass cover, Good, HSG C 3,904 98 Paved parking, HSG C 3,747 98 Roofs, HSG C 2,903 98 Paved parking, HSG C 17,669 88 Weighted Average 7,115 40.27% Pervious Area 10,554 59.73% Impervious Area Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 18HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 9S: Runoff = 0.12 cfs @ 12.10 hrs, Volume= 0.009 af, Depth= 0.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 4,799 74 >75% Grass cover, Good, HSG C 4,799 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 10S: Runoff = 1.82 cfs @ 12.09 hrs, Volume= 0.130 af, Depth= 1.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Area (sf) CN Description 21,423 74 >75% Grass cover, Good, HSG C 13,658 98 Paved parking, HSG C 4,517 98 Roofs, HSG C 1,135 98 Paved parking, HSG C 40,733 85 Weighted Average 21,423 52.59% Pervious Area 19,310 47.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 11S: Runoff = 9.97 cfs @ 12.09 hrs, Volume= 0.715 af, Depth= 1.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 2-Year Event Rainfall=3.10" Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 19HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area (sf) CN Description 91,639 74 >75% Grass cover, Good, HSG C 65,897 98 Paved parking, HSG C 40,981 98 Roofs, HSG C 5,988 98 Paved parking, HSG C 204,505 87 Weighted Average 91,639 44.81% Pervious Area 112,866 55.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Reach 5R: Northwest Perimeter Inflow Area = 0.537 ac, 0.00% Impervious, Inflow Depth = 0.87" for 2-Year Event event Inflow = 0.50 cfs @ 12.10 hrs, Volume= 0.039 af Outflow = 0.50 cfs @ 12.10 hrs, Volume= 0.039 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Summary for Reach 6R: Western Design Point Inflow Area = 3.914 ac, 66.64% Impervious, Inflow Depth = 1.20" for 2-Year Event event Inflow = 0.71 cfs @ 16.68 hrs, Volume= 0.392 af Outflow = 0.71 cfs @ 16.68 hrs, Volume= 0.392 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Summary for Reach 10R: Northern Perimeter Inflow Area = 7.672 ac, 35.37% Impervious, Inflow Depth = 1.22" for 2-Year Event event Inflow = 6.07 cfs @ 12.10 hrs, Volume= 0.780 af Outflow = 6.07 cfs @ 12.10 hrs, Volume= 0.780 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Summary for Reach 11R: Easterrn Perimeter Inflow Area = 8.136 ac, 50.92% Impervious, Inflow Depth = 1.75" for 2-Year Event event Inflow = 16.16 cfs @ 12.09 hrs, Volume= 1.188 af Outflow = 16.16 cfs @ 12.09 hrs, Volume= 1.188 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 20HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Reach 12R: Roadway Inflow Area = 0.084 ac, 47.12% Impervious, Inflow Depth = 1.67" for 2-Year Event event Inflow = 0.16 cfs @ 12.09 hrs, Volume= 0.012 af Outflow = 0.16 cfs @ 12.09 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Summary for Reach 13R: CB 143 Inflow Area = 0.286 ac, 67.81% Impervious, Inflow Depth = 2.08" for 2-Year Event event Inflow = 0.26 cfs @ 12.10 hrs, Volume= 0.049 af Outflow = 0.26 cfs @ 12.10 hrs, Volume= 0.049 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Summary for Reach 14R: CB 144 Inflow Area = 0.938 ac, 38.52% Impervious, Inflow Depth = 1.53" for 2-Year Event event Inflow = 1.12 cfs @ 12.10 hrs, Volume= 0.119 af Outflow = 1.12 cfs @ 12.10 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Summary for Pond 2P: CB 201 Inflow Area = 0.301 ac,100.00% Impervious, Inflow Depth = 2.87" for 2-Year Event event Inflow = 0.90 cfs @ 12.08 hrs, Volume= 0.072 af Outflow = 0.90 cfs @ 12.08 hrs, Volume= 0.072 af, Atten= 0%, Lag= 0.0 min Primary = 0.90 cfs @ 12.08 hrs, Volume= 0.072 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 321.54' @ 12.08 hrs Flood Elev= 322.00' Device Routing Invert Outlet Devices #1 Primary 317.50'12.0" Round Culvert L= 14.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 317.50' / 317.10' S= 0.0286 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 321.50'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.89 cfs @ 12.08 hrs HW=321.54' TW=317.97' (Dynamic Tailwater) 1=Culvert (Passes 0.89 cfs of 5.62 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.89 cfs @ 0.68 fps) Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 21HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Pond 3P: Bioretention Basin Inflow Area = 3.059 ac, 85.28% Impervious, Inflow Depth = 2.54" for 2-Year Event event Inflow = 8.33 cfs @ 12.08 hrs, Volume= 0.646 af Outflow = 1.01 cfs @ 12.68 hrs, Volume= 0.647 af, Atten= 88%, Lag= 35.5 min Primary = 1.01 cfs @ 12.68 hrs, Volume= 0.647 af Secondary= 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Tertiary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 316.57' @ 12.68 hrs Surf.Area= 16,627 sf Storage= 9,083 cf Flood Elev= 317.50' Surf.Area= 19,150 sf Storage= 25,662 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 62.5 min ( 834.9 - 772.5 ) Volume Invert Avail.Storage Storage Description #1 316.00' 35,580 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 316.00 15,085 0 0 317.00 17,776 16,431 16,431 318.00 20,523 19,150 35,580 Device Routing Invert Outlet Devices #1 Secondary 313.50'12.0" Round Culvert X 2.00 L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 313.50' / 313.00' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Primary 316.00'2.410 in/hr Exfiltration over Surface area above 222.00' Conductivity to Groundwater Elevation = 310.00' Excluded Surface area = 0 sf #3 Device 1 316.75'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads #4 Device 1 316.70'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads #5 Tertiary 317.50'20.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=1.01 cfs @ 12.68 hrs HW=316.57' TW=313.81' (Dynamic Tailwater) 2=Exfiltration ( Controls 1.01 cfs) Secondary OutFlow Max=0.00 cfs @ 0.01 hrs HW=316.00' TW=311.50' (Dynamic Tailwater) 1=Culvert (Passes 0.00 cfs of 8.44 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.01 hrs HW=316.00' TW=0.00' (Dynamic Tailwater) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 22HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Pond 4P: WQU 1 Inflow Area = 0.913 ac,100.00% Impervious, Inflow Depth = 2.87" for 2-Year Event event Inflow = 2.73 cfs @ 12.08 hrs, Volume= 0.218 af Outflow = 2.73 cfs @ 12.08 hrs, Volume= 0.218 af, Atten= 0%, Lag= 0.0 min Primary = 2.73 cfs @ 12.08 hrs, Volume= 0.218 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 317.88' @ 12.08 hrs Flood Elev= 321.00' Device Routing Invert Outlet Devices #1 Primary 317.00'18.0" Round Culvert L= 39.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 317.00' / 316.00' S= 0.0256 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=2.69 cfs @ 12.08 hrs HW=317.87' TW=316.28' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.69 cfs @ 2.51 fps) Summary for Pond 5P: Bioretention Basin Inflow Area = 2.964 ac, 59.52% Impervious, Inflow Depth = 1.94" for 2-Year Event event Inflow = 6.63 cfs @ 12.09 hrs, Volume= 0.480 af Outflow = 2.39 cfs @ 12.37 hrs, Volume= 0.481 af, Atten= 64%, Lag= 17.0 min Primary = 0.54 cfs @ 12.37 hrs, Volume= 0.420 af Secondary= 1.85 cfs @ 12.37 hrs, Volume= 0.060 af Tertiary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 334.72' @ 12.37 hrs Surf.Area= 9,384 sf Storage= 6,419 cf Flood Elev= 336.50' Surf.Area= 11,868 sf Storage= 25,293 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 82.8 min ( 895.1 - 812.2 ) Volume Invert Avail.Storage Storage Description #1 334.00' 31,408 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 334.00 8,423 0 0 335.00 9,756 9,090 9,090 336.00 11,145 10,451 19,540 337.00 12,590 11,868 31,408 Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 23HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Secondary 331.50'12.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 331.50' / 331.00' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Primary 334.00'2.410 in/hr Exfiltration over Surface area above 222.00' Conductivity to Groundwater Elevation = 310.00' Excluded Surface area = 0 sf #3 Device 1 334.65'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads #4 Secondary 336.00'48.0" x 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Tertiary 336.50'20.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.54 cfs @ 12.37 hrs HW=334.72' TW=332.69' (Dynamic Tailwater) 2=Exfiltration ( Controls 0.54 cfs) Secondary OutFlow Max=1.85 cfs @ 12.37 hrs HW=334.72' TW=331.65' (Dynamic Tailwater) 1=Culvert (Passes 1.85 cfs of 4.92 cfs potential flow) 3=Orifice/Grate (Weir Controls 1.85 cfs @ 0.87 fps) 4=Orifice/Grate ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.01 hrs HW=334.00' TW=331.00' (Dynamic Tailwater) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 8P: Subsurface stone Bed Inflow Area = 3.059 ac, 85.28% Impervious, Inflow Depth = 2.54" for 2-Year Event event Inflow = 1.01 cfs @ 12.68 hrs, Volume= 0.647 af Outflow = 0.85 cfs @ 17.06 hrs, Volume= 0.647 af, Atten= 16%, Lag= 263.2 min Discarded = 0.18 cfs @ 17.06 hrs, Volume= 0.322 af Primary = 0.68 cfs @ 17.06 hrs, Volume= 0.325 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 314.57' @ 17.06 hrs Surf.Area= 18,512 sf Storage= 9,524 cf Flood Elev= 315.00' Surf.Area= 18,512 sf Storage= 11,107 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 228.1 min ( 1,063.0 - 834.9 ) Volume Invert Avail.Storage Storage Description #1 313.00' 14,810 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 313.00 18,512 0.0 0 0 314.00 18,512 40.0 7,405 7,405 316.00 18,512 20.0 7,405 14,810 Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 24HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 313.00'0.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 310.00' #2 Primary 313.50'6.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 313.50' / 313.40' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=0.18 cfs @ 17.06 hrs HW=314.57' (Free Discharge) 1=Exfiltration ( Controls 0.18 cfs) Primary OutFlow Max=0.68 cfs @ 17.06 hrs HW=314.57' TW=311.91' (Dynamic Tailwater) 2=Culvert (Inlet Controls 0.68 cfs @ 3.45 fps) Summary for Pond 9P: OCS 1 Inflow Area = 3.059 ac, 85.28% Impervious, Inflow Depth = 1.28" for 2-Year Event event Inflow = 0.68 cfs @ 17.06 hrs, Volume= 0.325 af Outflow = 0.68 cfs @ 17.06 hrs, Volume= 0.325 af, Atten= 0%, Lag= 0.0 min Primary = 0.68 cfs @ 17.06 hrs, Volume= 0.325 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 311.91' @ 17.06 hrs Flood Elev= 317.50' Device Routing Invert Outlet Devices #1 Primary 311.50'18.0" Round Culvert L= 42.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 311.50' / 310.00' S= 0.0357 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=0.68 cfs @ 17.06 hrs HW=311.91' TW=309.54' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.68 cfs @ 1.72 fps) Summary for Pond 11P: Subsurface 3 Inflow Area = 0.101 ac, 81.31% Impervious, Inflow Depth = 2.45" for 2-Year Event event Inflow = 0.28 cfs @ 12.09 hrs, Volume= 0.021 af Outflow = 0.20 cfs @ 12.17 hrs, Volume= 0.020 af, Atten= 26%, Lag= 5.0 min Primary = 0.20 cfs @ 12.17 hrs, Volume= 0.020 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 407.84' @ 12.16 hrs Surf.Area= 101 sf Storage= 169 cf Flood Elev= 410.50' Surf.Area= 101 sf Storage= 184 cf Plug-Flow detention time= 36.9 min calculated for 0.020 af (98% of inflow) Center-of-Mass det. time= 23.4 min ( 811.6 - 788.2 ) Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 25HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1A 405.00' 93 cf 5.92'W x 17.00'L x 3.21'H Field A 323 cf Overall - 91 cf Embedded = 232 cf x 40.0% Voids #2A 405.50' 91 cf Cultec R-280 x 2 Inside #1 Effective Size= 46.9"W x 26.0"H => 6.07 sf x 7.00'L = 42.5 cf Overall Size= 47.0"W x 26.5"H x 8.00'L with 1.00' Overlap Row Length Adjustment= +1.00' x 6.07 sf x 1 rows 184 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 405.50'12.0" Round Culvert L= 4.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 405.50' / 405.40' S= 0.0250 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 405.50'1.7" Vert. Orifice/Grate C= 0.600 #3 Device 1 407.80'12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.19 cfs @ 12.17 hrs HW=407.84' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.19 cfs of 4.05 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.11 cfs @ 7.25 fps) 3=Orifice/Grate (Weir Controls 0.08 cfs @ 0.64 fps) Summary for Pond 12P: Subsurface 4 Inflow Area = 0.406 ac, 59.73% Impervious, Inflow Depth = 1.91" for 2-Year Event event Inflow = 0.90 cfs @ 12.09 hrs, Volume= 0.064 af Outflow = 0.72 cfs @ 12.15 hrs, Volume= 0.062 af, Atten= 20%, Lag= 3.7 min Primary = 0.72 cfs @ 12.15 hrs, Volume= 0.062 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 401.12' @ 12.15 hrs Surf.Area= 608 sf Storage= 429 cf Flood Elev= 406.00' Surf.Area= 608 sf Storage= 1,378 cf Plug-Flow detention time= 54.2 min calculated for 0.062 af (96% of inflow) Center-of-Mass det. time= 30.5 min ( 846.9 - 816.4 ) Volume Invert Avail.Storage Storage Description #1A 400.00' 568 cf 12.50'W x 48.67'L x 3.67'H Field A 2,231 cf Overall - 810 cf Embedded = 1,421 cf x 40.0% Voids #2A 400.50' 810 cf Cultec R-V8HD x 14 Inside #1 Effective Size= 55.2"W x 32.0"H => 8.68 sf x 7.50'L = 65.1 cf Overall Size= 60.0"W x 32.0"H x 8.00'L with 0.50' Overlap Row Length Adjustment= -5.83' x 8.68 sf x 2 rows 1,378 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 400.50'8.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 400.50' / 399.00' S= 0.0750 '/' Cc= 0.900 Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 26HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=0.71 cfs @ 12.15 hrs HW=401.12' TW=400.63' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.71 cfs @ 2.11 fps) Summary for Pond 13P: Subsurface stone Bed Inflow Area = 2.964 ac, 59.52% Impervious, Inflow Depth = 1.70" for 2-Year Event event Inflow = 0.54 cfs @ 12.37 hrs, Volume= 0.420 af Outflow = 0.51 cfs @ 16.07 hrs, Volume= 0.421 af, Atten= 5%, Lag= 222.2 min Discarded = 0.09 cfs @ 16.07 hrs, Volume= 0.164 af Primary = 0.42 cfs @ 16.07 hrs, Volume= 0.257 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 333.07' @ 16.07 hrs Surf.Area= 9,756 sf Storage= 4,032 cf Flood Elev= 335.00' Surf.Area= 9,756 sf Storage= 7,805 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 173.2 min ( 1,088.7 - 915.5 ) Volume Invert Avail.Storage Storage Description #1 332.00' 7,805 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 332.00 9,756 0.0 0 0 333.00 9,756 40.0 3,902 3,902 335.00 9,756 20.0 3,902 7,805 Device Routing Invert Outlet Devices #1 Discarded 332.00'0.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 330.00' #2 Primary 332.50'6.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 332.50' / 332.40' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=0.09 cfs @ 16.07 hrs HW=333.07' (Free Discharge) 1=Exfiltration ( Controls 0.09 cfs) Primary OutFlow Max=0.42 cfs @ 16.07 hrs HW=333.07' TW=331.29' (Dynamic Tailwater) 2=Culvert (Inlet Controls 0.42 cfs @ 2.14 fps) Summary for Pond 14P: CB 211 Inflow Area = 0.302 ac, 61.57% Impervious, Inflow Depth = 1.99" for 2-Year Event event Inflow = 0.69 cfs @ 12.09 hrs, Volume= 0.050 af Outflow = 0.69 cfs @ 12.09 hrs, Volume= 0.050 af, Atten= 0%, Lag= 0.0 min Primary = 0.69 cfs @ 12.09 hrs, Volume= 0.050 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 27HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Peak Elev= 339.74' @ 12.09 hrs Flood Elev= 340.20' Device Routing Invert Outlet Devices #1 Primary 335.80'12.0" Round Culvert L= 47.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 335.80' / 335.30' S= 0.0106 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 339.70'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.69 cfs @ 12.09 hrs HW=339.74' TW=336.41' (Dynamic Tailwater) 1=Culvert (Passes 0.69 cfs of 5.44 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.69 cfs @ 0.63 fps) Summary for Pond 15P: Subsurface 1 Inflow Area = 0.242 ac, 64.36% Impervious, Inflow Depth = 1.99" for 2-Year Event event Inflow = 0.56 cfs @ 12.09 hrs, Volume= 0.040 af Outflow = 0.17 cfs @ 12.42 hrs, Volume= 0.040 af, Atten= 70%, Lag= 20.2 min Primary = 0.17 cfs @ 12.42 hrs, Volume= 0.040 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 399.98' @ 12.42 hrs Surf.Area= 741 sf Storage= 441 cf Flood Elev= 405.00' Surf.Area= 741 sf Storage= 1,699 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 21.1 min ( 833.5 - 812.3 ) Volume Invert Avail.Storage Storage Description #1A 399.00' 679 cf 18.00'W x 41.17'L x 3.67'H Field A 2,717 cf Overall - 1,020 cf Embedded = 1,698 cf x 40.0% Voids #2A 399.50' 1,020 cf Cultec R-V8HD x 18 Inside #1 Effective Size= 55.2"W x 32.0"H => 8.68 sf x 7.50'L = 65.1 cf Overall Size= 60.0"W x 32.0"H x 8.00'L with 0.50' Overlap Row Length Adjustment= -5.83' x 8.68 sf x 3 rows 1,699 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 398.92'12.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 398.92' / 398.82' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf #2 Device 1 398.92'2.5" Vert. Orifice/Grate C= 0.600 #3 Device 1 399.92'5.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 401.92'12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 28HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Primary OutFlow Max=0.17 cfs @ 12.42 hrs HW=399.98' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.17 cfs of 2.23 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.16 cfs @ 4.70 fps) 3=Orifice/Grate (Orifice Controls 0.01 cfs @ 0.81 fps) 4=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 16P: Subsurface 2 Inflow Area = 0.355 ac, 51.60% Impervious, Inflow Depth = 1.75" for 2-Year Event event Inflow = 0.86 cfs @ 12.01 hrs, Volume= 0.052 af Outflow = 0.25 cfs @ 12.31 hrs, Volume= 0.052 af, Atten= 71%, Lag= 18.0 min Primary = 0.25 cfs @ 12.31 hrs, Volume= 0.052 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 399.05' @ 12.31 hrs Surf.Area= 876 sf Storage= 574 cf Flood Elev= 403.00' Surf.Area= 1,297 sf Storage= 2,153 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 22.7 min ( 841.1 - 818.4 ) Volume Invert Avail.Storage Storage Description #1A 398.00' 799 cf 18.00'W x 48.67'L x 3.67'H Field A 3,212 cf Overall - 1,215 cf Embedded = 1,997 cf x 40.0% Voids #2A 398.50' 1,215 cf Cultec R-V8HD x 21 Inside #1 Effective Size= 55.2"W x 32.0"H => 8.68 sf x 7.50'L = 65.1 cf Overall Size= 60.0"W x 32.0"H x 8.00'L with 0.50' Overlap Row Length Adjustment= -5.83' x 8.68 sf x 3 rows #3 402.17' 505 cf 12.50'W x 33.67'L x 3.00'H Prismatoid 1,263 cf Overall x 40.0% Voids 2,519 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 397.86'12.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 397.86' / 397.00' S= 0.0860 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 397.86'2.5" Vert. Orifice/Grate C= 0.600 #3 Device 1 398.86'4.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 400.86'12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.25 cfs @ 12.31 hrs HW=399.05' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.25 cfs of 2.48 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.17 cfs @ 5.01 fps) 3=Orifice/Grate (Orifice Controls 0.08 cfs @ 1.48 fps) 4=Orifice/Grate ( Controls 0.00 cfs) Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 29HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Pond 17P: CB 205/206 Inflow Area = 0.507 ac,100.00% Impervious, Inflow Depth = 2.87" for 2-Year Event event Inflow = 1.52 cfs @ 12.08 hrs, Volume= 0.121 af Outflow = 1.52 cfs @ 12.08 hrs, Volume= 0.121 af, Atten= 0%, Lag= 0.0 min Primary = 1.52 cfs @ 12.08 hrs, Volume= 0.121 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 324.32' @ 12.08 hrs Flood Elev= 324.80' Device Routing Invert Outlet Devices #1 Device 2 324.30'2.5" x 2.5" Horiz. Orifice/Grate X 12.00 columns X 12 rows C= 0.600 Limited to weir flow at low heads #2 Primary 320.30'12.0" Round Culvert X 2.00 L= 51.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 320.30' / 319.50' S= 0.0157 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.49 cfs @ 12.08 hrs HW=324.32' TW=320.03' (Dynamic Tailwater) 2=Culvert (Passes 1.49 cfs of 11.21 cfs potential flow) 1=Orifice/Grate (Weir Controls 1.49 cfs @ 0.51 fps) Summary for Pond 18P: DMH 51 Inflow Area = 0.507 ac,100.00% Impervious, Inflow Depth = 2.87" for 2-Year Event event Inflow = 1.52 cfs @ 12.08 hrs, Volume= 0.121 af Outflow = 1.52 cfs @ 12.08 hrs, Volume= 0.121 af, Atten= 0%, Lag= 0.0 min Primary = 1.52 cfs @ 12.08 hrs, Volume= 0.121 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 320.03' @ 12.08 hrs Flood Elev= 323.40' Device Routing Invert Outlet Devices #1 Primary 319.40'18.0" Round Culvert L= 77.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 319.40' / 317.70' S= 0.0221 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=1.49 cfs @ 12.08 hrs HW=320.03' TW=318.50' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.49 cfs @ 2.13 fps) Summary for Pond 19P: CB 204 Inflow Area = 0.281 ac,100.00% Impervious, Inflow Depth = 2.87" for 2-Year Event event Inflow = 0.84 cfs @ 12.08 hrs, Volume= 0.067 af Outflow = 0.84 cfs @ 12.08 hrs, Volume= 0.067 af, Atten= 0%, Lag= 0.0 min Primary = 0.84 cfs @ 12.08 hrs, Volume= 0.067 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 30HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Peak Elev= 322.54' @ 12.08 hrs Flood Elev= 323.00' Device Routing Invert Outlet Devices #1 Primary 318.50'12.0" Round Culvert L= 54.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 318.50' / 317.80' S= 0.0130 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 322.50'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.83 cfs @ 12.08 hrs HW=322.54' TW=318.50' (Dynamic Tailwater) 1=Culvert (Passes 0.83 cfs of 5.62 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.83 cfs @ 0.67 fps) Summary for Pond 20P: DMH 50 Inflow Area = 0.788 ac,100.00% Impervious, Inflow Depth = 2.87" for 2-Year Event event Inflow = 2.36 cfs @ 12.08 hrs, Volume= 0.188 af Outflow = 2.36 cfs @ 12.08 hrs, Volume= 0.188 af, Atten= 0%, Lag= 0.0 min Primary = 2.36 cfs @ 12.08 hrs, Volume= 0.188 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 318.51' @ 12.08 hrs Flood Elev= 322.50' Device Routing Invert Outlet Devices #1 Primary 317.70'18.0" Round Culvert L= 39.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 317.70' / 317.10' S= 0.0154 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=2.32 cfs @ 12.08 hrs HW=318.50' TW=317.97' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.32 cfs @ 2.41 fps) Summary for Pond 21P: WQU 2 Inflow Area = 1.089 ac,100.00% Impervious, Inflow Depth = 2.87" for 2-Year Event event Inflow = 3.26 cfs @ 12.08 hrs, Volume= 0.260 af Outflow = 3.26 cfs @ 12.08 hrs, Volume= 0.260 af, Atten= 0%, Lag= 0.0 min Primary = 3.26 cfs @ 12.08 hrs, Volume= 0.260 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 317.98' @ 12.08 hrs Flood Elev= 322.00' Device Routing Invert Outlet Devices #1 Primary 317.00'18.0" Round Culvert L= 41.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 317.00' / 316.00' S= 0.0244 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 31HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Primary OutFlow Max=3.20 cfs @ 12.08 hrs HW=317.97' TW=316.28' (Dynamic Tailwater) 1=Culvert (Inlet Controls 3.20 cfs @ 2.65 fps) Summary for Pond 22P: CB 202 Inflow Area = 0.506 ac,100.00% Impervious, Inflow Depth = 2.87" for 2-Year Event event Inflow = 1.51 cfs @ 12.08 hrs, Volume= 0.121 af Outflow = 1.51 cfs @ 12.08 hrs, Volume= 0.121 af, Atten= 0%, Lag= 0.0 min Primary = 1.51 cfs @ 12.08 hrs, Volume= 0.121 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 322.56' @ 12.08 hrs Flood Elev= 323.00' Device Routing Invert Outlet Devices #1 Primary 318.50'12.0" Round Culvert L= 88.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 318.50' / 317.10' S= 0.0159 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 322.50'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.49 cfs @ 12.08 hrs HW=322.56' TW=317.87' (Dynamic Tailwater) 1=Culvert (Passes 1.49 cfs of 5.63 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.49 cfs @ 0.81 fps) Summary for Pond 23P: CB 200 Inflow Area = 0.407 ac,100.00% Impervious, Inflow Depth = 2.87" for 2-Year Event event Inflow = 1.22 cfs @ 12.08 hrs, Volume= 0.097 af Outflow = 1.22 cfs @ 12.08 hrs, Volume= 0.097 af, Atten= 0%, Lag= 0.0 min Primary = 1.22 cfs @ 12.08 hrs, Volume= 0.097 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 321.55' @ 12.08 hrs Flood Elev= 322.00' Device Routing Invert Outlet Devices #1 Primary 317.50'12.0" Round Culvert L= 12.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 317.50' / 317.00' S= 0.0417 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 321.50'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.20 cfs @ 12.08 hrs HW=321.55' TW=317.87' (Dynamic Tailwater) 1=Culvert (Passes 1.20 cfs of 5.63 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.20 cfs @ 0.75 fps) Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 32HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Pond 24P: DMH54 Inflow Area = 1.613 ac, 59.03% Impervious, Inflow Depth = 1.93" for 2-Year Event event Inflow = 3.60 cfs @ 12.09 hrs, Volume= 0.259 af Outflow = 3.60 cfs @ 12.09 hrs, Volume= 0.259 af, Atten= 0%, Lag= 0.0 min Primary = 3.60 cfs @ 12.09 hrs, Volume= 0.259 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 336.42' @ 12.09 hrs Flood Elev= 341.20' Device Routing Invert Outlet Devices #1 Primary 335.20'24.0" Round Culvert L= 9.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 335.20' / 335.10' S= 0.0111 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=3.55 cfs @ 12.09 hrs HW=336.41' TW=336.19' (Dynamic Tailwater) 1=Culvert (Inlet Controls 3.55 cfs @ 1.79 fps) Summary for Pond 25P: WQU 4 Inflow Area = 2.513 ac, 62.50% Impervious, Inflow Depth = 2.01" for 2-Year Event event Inflow = 5.79 cfs @ 12.09 hrs, Volume= 0.420 af Outflow = 5.79 cfs @ 12.09 hrs, Volume= 0.420 af, Atten= 0%, Lag= 0.0 min Primary = 5.79 cfs @ 12.09 hrs, Volume= 0.420 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 336.20' @ 12.09 hrs Flood Elev= 341.00' Device Routing Invert Outlet Devices #1 Primary 335.00'24.0" Round Culvert L= 22.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 335.00' / 334.00' S= 0.0455 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=5.71 cfs @ 12.09 hrs HW=336.19' TW=334.42' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.71 cfs @ 2.93 fps) Summary for Pond 26P: CB 213 Inflow Area = 0.332 ac, 88.25% Impervious, Inflow Depth = 2.55" for 2-Year Event event Inflow = 0.93 cfs @ 12.08 hrs, Volume= 0.071 af Outflow = 0.93 cfs @ 12.08 hrs, Volume= 0.071 af, Atten= 0%, Lag= 0.0 min Primary = 0.93 cfs @ 12.08 hrs, Volume= 0.071 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 341.44' @ 12.08 hrs Flood Elev= 341.90' Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 33HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 337.40'12.0" Round Culvert L= 13.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 337.40' / 337.20' S= 0.0154 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 341.40'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.92 cfs @ 12.08 hrs HW=341.44' TW=336.19' (Dynamic Tailwater) 1=Culvert (Passes 0.92 cfs of 5.62 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.92 cfs @ 0.69 fps) Summary for Pond 27P: CB 214 Inflow Area = 0.348 ac, 68.62% Impervious, Inflow Depth = 2.08" for 2-Year Event event Inflow = 0.83 cfs @ 12.09 hrs, Volume= 0.060 af Outflow = 0.83 cfs @ 12.09 hrs, Volume= 0.060 af, Atten= 0%, Lag= 0.0 min Primary = 0.83 cfs @ 12.09 hrs, Volume= 0.060 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 346.44' @ 12.09 hrs Flood Elev= 346.90' Device Routing Invert Outlet Devices #1 Primary 342.40'12.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 342.40' / 342.10' S= 0.0600 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 346.40'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.82 cfs @ 12.09 hrs HW=346.44' TW=342.76' (Dynamic Tailwater) 1=Culvert (Passes 0.82 cfs of 5.62 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.82 cfs @ 0.66 fps) Summary for Pond 28P: DMH 55 Inflow Area = 0.908 ac, 64.40% Impervious, Inflow Depth = 2.02" for 2-Year Event event Inflow = 2.12 cfs @ 12.09 hrs, Volume= 0.153 af Outflow = 2.12 cfs @ 12.09 hrs, Volume= 0.153 af, Atten= 0%, Lag= 0.0 min Primary = 2.12 cfs @ 12.09 hrs, Volume= 0.153 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 342.76' @ 12.09 hrs Flood Elev= 346.00' Device Routing Invert Outlet Devices #1 Primary 342.00'18.0" Round Culvert L= 65.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 342.00' / 335.30' S= 0.1031 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 34HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Primary OutFlow Max=2.09 cfs @ 12.09 hrs HW=342.76' TW=336.41' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.09 cfs @ 2.34 fps) Summary for Pond 29P: CB 212 Inflow Area = 0.404 ac, 45.05% Impervious, Inflow Depth = 1.67" for 2-Year Event event Inflow = 0.79 cfs @ 12.09 hrs, Volume= 0.056 af Outflow = 0.79 cfs @ 12.09 hrs, Volume= 0.056 af, Atten= 0%, Lag= 0.0 min Primary = 0.79 cfs @ 12.09 hrs, Volume= 0.056 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 341.04' @ 12.09 hrs Flood Elev= 341.50' Device Routing Invert Outlet Devices #1 Primary 337.00'12.0" Round Culvert L= 43.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 337.00' / 335.30' S= 0.0395 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 341.00'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.78 cfs @ 12.09 hrs HW=341.04' TW=336.41' (Dynamic Tailwater) 1=Culvert (Passes 0.78 cfs of 5.62 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.78 cfs @ 0.65 fps) Summary for Pond 30P: CBs 215/217 Inflow Area = 0.560 ac, 61.78% Impervious, Inflow Depth = 1.99" for 2-Year Event event Inflow = 1.29 cfs @ 12.09 hrs, Volume= 0.093 af Outflow = 1.29 cfs @ 12.09 hrs, Volume= 0.093 af, Atten= 0%, Lag= 0.0 min Primary = 1.29 cfs @ 12.09 hrs, Volume= 0.093 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 353.06' @ 12.09 hrs Flood Elev= 353.50' Device Routing Invert Outlet Devices #1 Primary 349.00'12.0" Round Culvert L= 86.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 349.00' / 342.50' S= 0.0756 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 353.00'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.27 cfs @ 12.09 hrs HW=353.06' TW=342.76' (Dynamic Tailwater) 1=Culvert (Passes 1.27 cfs of 5.63 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.27 cfs @ 0.77 fps) Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 35HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Pond 31P: CB 218 Inflow Area = 0.567 ac, 57.31% Impervious, Inflow Depth = 1.91" for 2-Year Event event Inflow = 1.26 cfs @ 12.09 hrs, Volume= 0.090 af Outflow = 1.26 cfs @ 12.09 hrs, Volume= 0.090 af, Atten= 0%, Lag= 0.0 min Primary = 1.26 cfs @ 12.09 hrs, Volume= 0.090 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 349.35' @ 12.09 hrs Flood Elev= 349.80' Device Routing Invert Outlet Devices #1 Primary 345.30'12.0" Round Culvert L= 36.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 345.30' / 344.90' S= 0.0111 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 349.30'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.24 cfs @ 12.09 hrs HW=349.35' TW=345.57' (Dynamic Tailwater) 1=Culvert (Passes 1.24 cfs of 5.63 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.24 cfs @ 0.76 fps) Summary for Pond 32P: DMH 56 Inflow Area = 0.567 ac, 57.31% Impervious, Inflow Depth = 1.91" for 2-Year Event event Inflow = 1.26 cfs @ 12.09 hrs, Volume= 0.090 af Outflow = 1.26 cfs @ 12.09 hrs, Volume= 0.090 af, Atten= 0%, Lag= 0.0 min Primary = 1.26 cfs @ 12.09 hrs, Volume= 0.090 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 345.58' @ 12.09 hrs Flood Elev= 349.30' Device Routing Invert Outlet Devices #1 Primary 344.90'12.0" Round Culvert L= 181.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 344.90' / 335.10' S= 0.0541 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.24 cfs @ 12.09 hrs HW=345.57' TW=336.19' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.24 cfs @ 2.20 fps) Summary for Pond 33P: OCS 2 Inflow Area = 2.964 ac, 59.52% Impervious, Inflow Depth = 1.28" for 2-Year Event event Inflow = 1.93 cfs @ 12.37 hrs, Volume= 0.317 af Outflow = 1.93 cfs @ 12.37 hrs, Volume= 0.317 af, Atten= 0%, Lag= 0.0 min Primary = 1.93 cfs @ 12.37 hrs, Volume= 0.317 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 36HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Peak Elev= 331.65' @ 12.37 hrs Flood Elev= 336.50' Device Routing Invert Outlet Devices #1 Primary 331.00'24.0" Round Culvert L= 37.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 331.00' / 326.00' S= 0.1351 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=1.93 cfs @ 12.37 hrs HW=331.65' TW=327.09' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.93 cfs @ 2.17 fps) Summary for Pond 34P: WQU 8 Inflow Area = 0.406 ac, 59.73% Impervious, Inflow Depth = 1.91" for 2-Year Event event Inflow = 0.90 cfs @ 12.09 hrs, Volume= 0.064 af Outflow = 0.90 cfs @ 12.09 hrs, Volume= 0.064 af, Atten= 0%, Lag= 0.0 min Primary = 0.90 cfs @ 12.09 hrs, Volume= 0.064 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 405.04' @ 12.09 hrs Flood Elev= 405.50' Device Routing Invert Outlet Devices #1 Primary 401.00'12.0" Round Culvert L= 7.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 401.00' / 400.50' S= 0.0714 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 405.00'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.89 cfs @ 12.09 hrs HW=405.04' TW=401.06' (Dynamic Tailwater) 1=Culvert (Passes 0.89 cfs of 5.62 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.89 cfs @ 0.68 fps) Summary for Pond 37P: OCS 6 Inflow Area = 0.406 ac, 59.73% Impervious, Inflow Depth = 1.82" for 2-Year Event event Inflow = 0.72 cfs @ 12.15 hrs, Volume= 0.062 af Outflow = 0.72 cfs @ 12.15 hrs, Volume= 0.062 af, Atten= 0%, Lag= 0.0 min Primary = 0.72 cfs @ 12.15 hrs, Volume= 0.062 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 400.63' @ 12.15 hrs Flood Elev= 405.50' Device Routing Invert Outlet Devices #1 Primary 398.90'12.0" Round Culvert L= 26.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 398.90' / 397.92' S= 0.0377 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 398.90'2.0" Vert. Orifice/Grate C= 0.600 Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 37HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC #3 Device 1 400.00'6.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 401.90'12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.71 cfs @ 12.15 hrs HW=400.63' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.71 cfs of 3.31 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.13 cfs @ 6.17 fps) 3=Orifice/Grate (Orifice Controls 0.58 cfs @ 2.95 fps) 4=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 38P: WQU 7 Inflow Area = 0.101 ac, 81.31% Impervious, Inflow Depth = 2.45" for 2-Year Event event Inflow = 0.28 cfs @ 12.09 hrs, Volume= 0.021 af Outflow = 0.28 cfs @ 12.09 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min Primary = 0.28 cfs @ 12.09 hrs, Volume= 0.021 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 412.52' @ 12.09 hrs Flood Elev= 413.00' Device Routing Invert Outlet Devices #1 Primary 406.50'12.0" Round Culvert L= 17.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 406.50' / 405.50' S= 0.0588 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 412.50'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.27 cfs @ 12.09 hrs HW=412.52' TW=407.16' (Dynamic Tailwater) 1=Culvert (Passes 0.27 cfs of 6.91 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.27 cfs @ 0.46 fps) Summary for Pond 40P: WQU 5 Inflow Area = 0.242 ac, 64.36% Impervious, Inflow Depth = 1.99" for 2-Year Event event Inflow = 0.56 cfs @ 12.09 hrs, Volume= 0.040 af Outflow = 0.56 cfs @ 12.09 hrs, Volume= 0.040 af, Atten= 0%, Lag= 0.0 min Primary = 0.56 cfs @ 12.09 hrs, Volume= 0.040 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 405.03' @ 12.09 hrs Flood Elev= 405.50' Device Routing Invert Outlet Devices #1 Primary 401.00'12.0" Round Culvert L= 32.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 401.00' / 399.50' S= 0.0469 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 405.00'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 38HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Primary OutFlow Max=0.55 cfs @ 12.09 hrs HW=405.03' TW=399.67' (Dynamic Tailwater) 1=Culvert (Passes 0.55 cfs of 5.61 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.55 cfs @ 0.58 fps) Summary for Pond 42P: WQU 6 Inflow Area = 0.355 ac, 51.60% Impervious, Inflow Depth = 1.75" for 2-Year Event event Inflow = 0.86 cfs @ 12.01 hrs, Volume= 0.052 af Outflow = 0.86 cfs @ 12.01 hrs, Volume= 0.052 af, Atten= 0%, Lag= 0.0 min Primary = 0.86 cfs @ 12.01 hrs, Volume= 0.052 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 405.54' @ 12.01 hrs Flood Elev= 406.00' Device Routing Invert Outlet Devices #1 Primary 400.50'12.0" Round Culvert L= 64.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 400.50' / 398.50' S= 0.0313 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 405.50'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.84 cfs @ 12.01 hrs HW=405.54' TW=398.73' (Dynamic Tailwater) 1=Culvert (Passes 0.84 cfs of 6.36 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.84 cfs @ 0.67 fps) Summary for Pond 59P: Level Spreader 3 Inflow Area = 2.964 ac, 59.52% Impervious, Inflow Depth = 1.28" for 2-Year Event event Inflow = 1.93 cfs @ 12.37 hrs, Volume= 0.317 af Outflow = 1.96 cfs @ 12.37 hrs, Volume= 0.315 af, Atten= 0%, Lag= 0.1 min Primary = 1.96 cfs @ 12.37 hrs, Volume= 0.315 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 327.09' @ 12.37 hrs Surf.Area= 0.009 ac Storage= 0.003 af Plug-Flow detention time= 4.9 min calculated for 0.315 af (99% of inflow) Center-of-Mass det. time= 1.9 min ( 965.6 - 963.7 ) Volume Invert Avail.Storage Storage Description #1 326.50' 0.005 af 1.00'W x 30.00'L x 0.75'H Prismatoid Z=8.0 Device Routing Invert Outlet Devices #1 Primary 327.00'30.0' long x 1.5' 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 Coef. (English) 2.62 2.64 2.64 2.68 2.75 2.86 2.92 3.07 3.07 3.03 3.28 3.32 Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 39HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Primary OutFlow Max=1.95 cfs @ 12.37 hrs HW=327.08' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 1.95 cfs @ 0.76 fps) Summary for Pond 60P: Level Spreader 2 Inflow Area = 3.059 ac, 85.28% Impervious, Inflow Depth = 1.28" for 2-Year Event event Inflow = 0.68 cfs @ 17.06 hrs, Volume= 0.325 af Outflow = 0.68 cfs @ 17.07 hrs, Volume= 0.323 af, Atten= 0%, Lag= 0.4 min Primary = 0.68 cfs @ 17.07 hrs, Volume= 0.323 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 309.54' @ 17.07 hrs Surf.Area= 0.009 ac Storage= 0.002 af Plug-Flow detention time= 4.7 min calculated for 0.323 af (99% of inflow) Center-of-Mass det. time= 2.0 min ( 988.4 - 986.4 ) Volume Invert Avail.Storage Storage Description #1 309.00' 0.005 af 1.00'W x 30.00'L x 0.75'H Prismatoid Z=8.0 Device Routing Invert Outlet Devices #1 Primary 309.50'30.0' long x 1.5' 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 Coef. (English) 2.62 2.64 2.64 2.68 2.75 2.86 2.92 3.07 3.07 3.03 3.28 3.32 Primary OutFlow Max=0.68 cfs @ 17.07 hrs HW=309.54' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.68 cfs @ 0.54 fps) Summary for Pond 61P: CB 210 Inflow Area = 0.330 ac,100.00% Impervious, Inflow Depth = 2.87" for 2-Year Event event Inflow = 0.99 cfs @ 12.08 hrs, Volume= 0.079 af Outflow = 0.99 cfs @ 12.08 hrs, Volume= 0.079 af, Atten= 0%, Lag= 0.0 min Primary = 0.99 cfs @ 12.08 hrs, Volume= 0.079 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 329.29' @ 12.08 hrs Flood Elev= 333.20' Device Routing Invert Outlet Devices #1 Primary 328.70'12.0" Round Culvert L= 23.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 328.70' / 327.80' S= 0.0391 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.97 cfs @ 12.08 hrs HW=329.28' TW=328.53' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.97 cfs @ 2.05 fps) Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 40HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Pond 62P: CB 209 Inflow Area = 0.286 ac, 79.53% Impervious, Inflow Depth = 2.35" for 2-Year Event event Inflow = 0.76 cfs @ 12.09 hrs, Volume= 0.056 af Outflow = 0.76 cfs @ 12.09 hrs, Volume= 0.056 af, Atten= 0%, Lag= 0.0 min Primary = 0.76 cfs @ 12.09 hrs, Volume= 0.056 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 328.67' @ 12.08 hrs Flood Elev= 332.50' Device Routing Invert Outlet Devices #1 Primary 328.00'12.0" Round Culvert L= 12.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 328.00' / 327.80' S= 0.0167 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.75 cfs @ 12.09 hrs HW=328.66' TW=328.53' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.75 cfs @ 1.91 fps) Summary for Pond 63P: WQU 3 Inflow Area = 0.616 ac, 90.50% Impervious, Inflow Depth = 2.63" for 2-Year Event event Inflow = 1.74 cfs @ 12.08 hrs, Volume= 0.135 af Outflow = 1.74 cfs @ 12.08 hrs, Volume= 0.135 af, Atten= 0%, Lag= 0.0 min Primary = 1.74 cfs @ 12.08 hrs, Volume= 0.135 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 328.54' @ 12.08 hrs Flood Elev= 332.50' Device Routing Invert Outlet Devices #1 Primary 327.70'12.0" Round Culvert L= 143.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 327.70' / 325.00' S= 0.0189 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.72 cfs @ 12.08 hrs HW=328.53' TW=325.58' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.72 cfs @ 2.45 fps) Summary for Pond 64P: Level Spreader 2 Inflow Area = 0.616 ac, 90.50% Impervious, Inflow Depth = 2.63" for 2-Year Event event Inflow = 1.74 cfs @ 12.08 hrs, Volume= 0.135 af Outflow = 1.74 cfs @ 12.09 hrs, Volume= 0.133 af, Atten= 0%, Lag= 0.3 min Primary = 1.74 cfs @ 12.09 hrs, Volume= 0.133 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 325.58' @ 12.09 hrs Surf.Area= 0.009 ac Storage= 0.003 af Plug-Flow detention time= 18.0 min calculated for 0.133 af (99% of inflow) Type III 24-hr 2-Year Event Rainfall=3.10"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 41HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Center-of-Mass det. time= 8.4 min ( 780.7 - 772.3 ) Volume Invert Avail.Storage Storage Description #1 325.00' 0.005 af 1.00'W x 30.00'L x 0.75'H Prismatoid Z=8.0 Device Routing Invert Outlet Devices #1 Primary 325.50'30.0' long x 1.5' 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 Coef. (English) 2.62 2.64 2.64 2.68 2.75 2.86 2.92 3.07 3.07 3.03 3.28 3.32 Primary OutFlow Max=1.72 cfs @ 12.09 hrs HW=325.58' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 1.72 cfs @ 0.73 fps) Summary for Pond 65P: 12" Culverts Inflow Area = 1.619 ac, 24.24% Impervious, Inflow Depth = 1.14" for 2-Year Event event Inflow = 2.09 cfs @ 12.10 hrs, Volume= 0.154 af Outflow = 2.05 cfs @ 12.11 hrs, Volume= 0.154 af, Atten= 1%, Lag= 0.8 min Primary = 2.05 cfs @ 12.11 hrs, Volume= 0.154 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 335.10' @ 12.11 hrs Surf.Area= 314 sf Storage= 78 cf Flood Elev= 337.00' Surf.Area= 5,732 sf Storage= 4,714 cf Plug-Flow detention time= 1.7 min calculated for 0.154 af (100% of inflow) Center-of-Mass det. time= 1.1 min ( 855.3 - 854.2 ) Volume Invert Avail.Storage Storage Description #1 334.50' 4,714 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 334.50 60 0 0 335.00 156 54 54 336.00 1,716 936 990 337.00 5,732 3,724 4,714 Device Routing Invert Outlet Devices #1 Primary 334.50'12.0" Round Culvert X 2.00 L= 112.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 334.50' / 331.50' S= 0.0268 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.03 cfs @ 12.11 hrs HW=335.10' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.03 cfs @ 2.08 fps) Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 42HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Time span=0.01-72.00 hrs, dt=0.03 hrs, 2401 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=46,043 sf 57.39% Impervious Runoff Depth=3.60"Subcatchment 1aS: Tc=6.0 min CN=88 Runoff=4.33 cfs 0.317 af Runoff Area=17,715 sf 100.00% Impervious Runoff Depth=4.69"Subcatchment 1bS: Tc=6.0 min CN=98 Runoff=1.95 cfs 0.159 af Runoff Area=13,118 sf 100.00% Impervious Runoff Depth=4.69"Subcatchment 1cS: Tc=6.0 min CN=98 Runoff=1.44 cfs 0.118 af Runoff Area=12,238 sf 100.00% Impervious Runoff Depth=4.69"Subcatchment 1dS: Tc=6.0 min CN=98 Runoff=1.35 cfs 0.110 af Runoff Area=22,063 sf 100.00% Impervious Runoff Depth=4.69"Subcatchment 1eS: Tc=6.0 min CN=98 Runoff=2.43 cfs 0.198 af Runoff Area=22,075 sf 100.00% Impervious Runoff Depth=4.69"Subcatchment 1fS: Tc=6.0 min CN=98 Runoff=2.43 cfs 0.198 af Runoff Area=37,261 sf 0.00% Impervious Runoff Depth=2.31"Subcatchment 1S: Flow Length=271' Tc=15.9 min CN=74 Runoff=1.70 cfs 0.165 af Runoff Area=23,401 sf 0.00% Impervious Runoff Depth=2.14"Subcatchment 2S: Tc=6.0 min CN=72 Runoff=1.33 cfs 0.096 af Runoff Area=12,447 sf 79.53% Impervious Runoff Depth=4.13"Subcatchment 3aS: Tc=6.0 min CN=93 Runoff=1.29 cfs 0.098 af Runoff Area=14,365 sf 100.00% Impervious Runoff Depth=4.69"Subcatchment 3bS: Tc=6.0 min CN=98 Runoff=1.58 cfs 0.129 af Runoff Area=13,142 sf 61.57% Impervious Runoff Depth=3.70"Subcatchment 3cS: Tc=6.0 min CN=89 Runoff=1.26 cfs 0.093 af Runoff Area=14,474 sf 88.25% Impervious Runoff Depth=4.35"Subcatchment 3dS: Tc=6.0 min CN=95 Runoff=1.55 cfs 0.120 af Runoff Area=15,152 sf 68.62% Impervious Runoff Depth=3.81"Subcatchment 3eS: Tc=6.0 min CN=90 Runoff=1.49 cfs 0.110 af Runoff Area=17,590 sf 45.05% Impervious Runoff Depth=3.30"Subcatchment 3fS: Tc=6.0 min CN=85 Runoff=1.54 cfs 0.111 af Runoff Area=24,398 sf 61.78% Impervious Runoff Depth=3.70"Subcatchment 3gS: Tc=6.0 min CN=89 Runoff=2.35 cfs 0.173 af Runoff Area=24,713 sf 57.31% Impervious Runoff Depth=3.60"Subcatchment 3hS: Tc=6.0 min CN=88 Runoff=2.32 cfs 0.170 af Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 43HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Runoff Area=70,520 sf 24.24% Impervious Runoff Depth=2.56"Subcatchment 3iS: Tc=6.0 min CN=77 Runoff=4.83 cfs 0.346 af Runoff Area=19,648 sf 42.87% Impervious Runoff Depth=3.21"Subcatchment 3jS: Tc=6.0 min CN=84 Runoff=1.67 cfs 0.121 af Runoff Area=107,746 sf 0.00% Impervious Runoff Depth=2.14"Subcatchment 3S: Tc=6.0 min CN=72 Runoff=6.11 cfs 0.442 af Runoff Area=3,667 sf 47.12% Impervious Runoff Depth=3.30"Subcatchment 5S: Tc=6.0 min CN=85 Runoff=0.32 cfs 0.023 af Runoff Area=10,539 sf 64.36% Impervious Runoff Depth=3.70"Subcatchment 6aS: Tc=6.0 min CN=89 Runoff=1.01 cfs 0.075 af Runoff Area=1,902 sf 86.91% Impervious Runoff Depth=4.35"Subcatchment 6S: Tc=6.0 min CN=95 Runoff=0.20 cfs 0.016 af Runoff Area=15,454 sf 51.60% Impervious Runoff Depth=3.40"Subcatchment 7aS: Tc=0.0 min CN=86 Runoff=1.64 cfs 0.101 af Runoff Area=25,400 sf 30.56% Impervious Runoff Depth=2.92"Subcatchment 7S: Tc=6.0 min CN=81 Runoff=1.98 cfs 0.142 af Runoff Area=4,415 sf 81.31% Impervious Runoff Depth=4.24"Subcatchment 8aS: Tc=6.0 min CN=94 Runoff=0.47 cfs 0.036 af Runoff Area=82,295 sf 41.50% Impervious Runoff Depth=3.21"Subcatchment 8S: Tc=6.0 min CN=84 Runoff=7.00 cfs 0.505 af Runoff Area=17,669 sf 59.73% Impervious Runoff Depth=3.60"Subcatchment 9aS: Tc=6.0 min CN=88 Runoff=1.66 cfs 0.122 af Runoff Area=4,799 sf 0.00% Impervious Runoff Depth=2.31"Subcatchment 9S: Tc=6.0 min CN=74 Runoff=0.29 cfs 0.021 af Runoff Area=40,733 sf 47.41% Impervious Runoff Depth=3.30"Subcatchment 10S: Tc=6.0 min CN=85 Runoff=3.56 cfs 0.257 af Runoff Area=204,505 sf 55.19% Impervious Runoff Depth=3.50"Subcatchment 11S: Tc=6.0 min CN=87 Runoff=18.79 cfs 1.370 af Inflow=1.33 cfs 0.096 afReach 5R: Northwest Perimeter Outflow=1.33 cfs 0.096 af Inflow=6.62 cfs 0.889 afReach 6R: Western Design Point Outflow=6.62 cfs 0.889 af Inflow=17.41 cfs 1.724 afReach 10R: Northern Perimeter Outflow=17.41 cfs 1.724 af Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 44HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Inflow=30.91 cfs 2.308 afReach 11R: Easterrn Perimeter Outflow=30.91 cfs 2.308 af Inflow=0.32 cfs 0.023 afReach 12R: Roadway Outflow=0.32 cfs 0.023 af Inflow=0.66 cfs 0.091 afReach 13R: CB 143 Outflow=0.66 cfs 0.091 af Inflow=2.54 cfs 0.243 afReach 14R: CB 144 Outflow=2.54 cfs 0.243 af Peak Elev=321.56' Inflow=1.44 cfs 0.118 afPond 2P: CB 201 Outflow=1.44 cfs 0.118 af Peak Elev=316.82' Storage=13,354 cf Inflow=13.94 cfs 1.100 afPond 3P: Bioretention Basin Primary=1.09 cfs 0.932 af Secondary=4.65 cfs 0.169 af Tertiary=0.00 cfs 0.000 af Outflow=5.74 cfs 1.100 af Peak Elev=318.18' Inflow=4.38 cfs 0.357 afPond 4P: WQU 1 18.0" Round Culvert n=0.013 L=39.0' S=0.0256 '/' Outflow=4.38 cfs 0.357 af Peak Elev=335.11' Storage=10,131 cf Inflow=12.18 cfs 0.899 afPond 5P: Bioretention Basin Primary=0.58 cfs 0.572 af Secondary=5.08 cfs 0.327 af Tertiary=0.00 cfs 0.000 af Outflow=5.66 cfs 0.899 af Peak Elev=314.80' Storage=10,362 cf Inflow=1.09 cfs 0.932 afPond 8P: Subsurface stone Bed Discarded=0.19 cfs 0.374 af Primary=0.76 cfs 0.557 af Outflow=0.95 cfs 0.932 af Peak Elev=312.81' Inflow=5.04 cfs 0.726 afPond 9P: OCS 1 18.0" Round Culvert n=0.013 L=42.0' S=0.0357 '/' Outflow=5.04 cfs 0.726 af Peak Elev=407.91' Storage=172 cf Inflow=0.47 cfs 0.036 afPond 11P: Subsurface 3 Outflow=0.51 cfs 0.035 af Peak Elev=402.24' Storage=943 cf Inflow=1.66 cfs 0.122 afPond 12P: Subsurface 4 8.0" Round Culvert n=0.010 L=20.0' S=0.0750 '/' Outflow=0.85 cfs 0.119 af Peak Elev=333.09' Storage=4,080 cf Inflow=0.58 cfs 0.572 afPond 13P: Subsurface stone Bed Discarded=0.09 cfs 0.187 af Primary=0.44 cfs 0.386 af Outflow=0.53 cfs 0.572 af Peak Elev=339.75' Inflow=1.26 cfs 0.093 afPond 14P: CB 211 Outflow=1.26 cfs 0.093 af Peak Elev=400.40' Storage=698 cf Inflow=1.01 cfs 0.075 afPond 15P: Subsurface 1 Outflow=0.54 cfs 0.075 af Peak Elev=399.75' Storage=1,062 cf Inflow=1.64 cfs 0.101 afPond 16P: Subsurface 2 Outflow=0.58 cfs 0.101 af Peak Elev=324.33' Inflow=2.43 cfs 0.198 afPond 17P: CB 205/206 Outflow=2.43 cfs 0.198 af Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 45HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Peak Elev=320.22' Inflow=2.43 cfs 0.198 afPond 18P: DMH 51 18.0" Round Culvert n=0.013 L=77.0' S=0.0221 '/' Outflow=2.43 cfs 0.198 af Peak Elev=322.56' Inflow=1.35 cfs 0.110 afPond 19P: CB 204 Outflow=1.35 cfs 0.110 af Peak Elev=318.85' Inflow=3.78 cfs 0.308 afPond 20P: DMH 50 18.0" Round Culvert n=0.013 L=39.0' S=0.0154 '/' Outflow=3.78 cfs 0.308 af Peak Elev=318.35' Inflow=5.22 cfs 0.426 afPond 21P: WQU 2 18.0" Round Culvert n=0.013 L=41.0' S=0.0244 '/' Outflow=5.22 cfs 0.426 af Peak Elev=322.60' Inflow=2.43 cfs 0.198 afPond 22P: CB 202 Outflow=2.43 cfs 0.198 af Peak Elev=321.57' Inflow=1.95 cfs 0.159 afPond 23P: CB 200 Outflow=1.95 cfs 0.159 af Peak Elev=337.09' Inflow=6.63 cfs 0.488 afPond 24P: DMH54 24.0" Round Culvert n=0.013 L=9.0' S=0.0111 '/' Outflow=6.63 cfs 0.488 af Peak Elev=336.77' Inflow=10.50 cfs 0.778 afPond 25P: WQU 4 24.0" Round Culvert n=0.013 L=22.0' S=0.0455 '/' Outflow=10.50 cfs 0.778 af Peak Elev=341.46' Inflow=1.55 cfs 0.120 afPond 26P: CB 213 Outflow=1.55 cfs 0.120 af Peak Elev=346.46' Inflow=1.49 cfs 0.110 afPond 27P: CB 214 Outflow=1.49 cfs 0.110 af Peak Elev=343.09' Inflow=3.83 cfs 0.283 afPond 28P: DMH 55 18.0" Round Culvert n=0.013 L=65.0' S=0.1031 '/' Outflow=3.83 cfs 0.283 af Peak Elev=341.06' Inflow=1.54 cfs 0.111 afPond 29P: CB 212 Outflow=1.54 cfs 0.111 af Peak Elev=353.10' Inflow=2.35 cfs 0.173 afPond 30P: CBs 215/217 Outflow=2.35 cfs 0.173 af Peak Elev=349.40' Inflow=2.32 cfs 0.170 afPond 31P: CB 218 Outflow=2.32 cfs 0.170 af Peak Elev=346.01' Inflow=2.32 cfs 0.170 afPond 32P: DMH 56 12.0" Round Culvert n=0.013 L=181.0' S=0.0541 '/' Outflow=2.32 cfs 0.170 af Peak Elev=332.15' Inflow=5.40 cfs 0.712 afPond 33P: OCS 2 24.0" Round Culvert n=0.013 L=37.0' S=0.1351 '/' Outflow=5.40 cfs 0.712 af Peak Elev=405.07' Inflow=1.66 cfs 0.122 afPond 34P: WQU 8 Outflow=1.66 cfs 0.122 af Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 46HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Peak Elev=400.81' Inflow=0.85 cfs 0.119 afPond 37P: OCS 6 Outflow=0.85 cfs 0.119 af Peak Elev=412.53' Inflow=0.47 cfs 0.036 afPond 38P: WQU 7 Outflow=0.47 cfs 0.036 af Peak Elev=405.05' Inflow=1.01 cfs 0.075 afPond 40P: WQU 5 Outflow=1.01 cfs 0.075 af Peak Elev=405.57' Inflow=1.64 cfs 0.101 afPond 42P: WQU 6 Outflow=1.64 cfs 0.101 af Peak Elev=327.17' Storage=0.004 af Inflow=5.40 cfs 0.712 afPond 59P: Level Spreader 3 Outflow=5.42 cfs 0.710 af Peak Elev=309.66' Storage=0.003 af Inflow=5.04 cfs 0.726 afPond 60P: Level Spreader 2 Outflow=5.03 cfs 0.724 af Peak Elev=329.51' Inflow=1.58 cfs 0.129 afPond 61P: CB 210 12.0" Round Culvert n=0.013 L=23.0' S=0.0391 '/' Outflow=1.58 cfs 0.129 af Peak Elev=329.31' Inflow=1.29 cfs 0.098 afPond 62P: CB 209 12.0" Round Culvert n=0.013 L=12.0' S=0.0167 '/' Outflow=1.29 cfs 0.098 af Peak Elev=329.13' Inflow=2.88 cfs 0.227 afPond 63P: WQU 3 12.0" Round Culvert n=0.013 L=143.0' S=0.0189 '/' Outflow=2.88 cfs 0.227 af Peak Elev=325.61' Storage=0.003 af Inflow=2.88 cfs 0.227 afPond 64P: Level Spreader 2 Outflow=2.87 cfs 0.225 af Peak Elev=335.53' Storage=360 cf Inflow=4.83 cfs 0.346 afPond 65P: 12" Culverts 12.0" Round Culvert x 2.00 n=0.013 L=112.0' S=0.0268 '/' Outflow=4.37 cfs 0.346 af Total Runoff Area = 21.568 ac Runoff Volume = 5.942 af Average Runoff Depth = 3.31" 53.36% Pervious = 11.508 ac 46.64% Impervious = 10.060 ac Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 47HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1aS: Runoff = 4.33 cfs @ 12.09 hrs, Volume= 0.317 af, Depth= 3.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 19,620 74 >75% Grass cover, Good, HSG C * 11,338 98 Paved sidewalks, HSG C 15,085 98 Water Surface, HSG C 46,043 88 Weighted Average 19,620 42.61% Pervious Area 26,423 57.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 1bS: Runoff = 1.95 cfs @ 12.08 hrs, Volume= 0.159 af, Depth= 4.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 17,715 98 Paved parking, HSG C 17,715 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 1cS: Runoff = 1.44 cfs @ 12.08 hrs, Volume= 0.118 af, Depth= 4.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 13,118 98 Paved parking, HSG C 13,118 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 48HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1dS: Runoff = 1.35 cfs @ 12.08 hrs, Volume= 0.110 af, Depth= 4.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 12,238 98 Paved parking, HSG C 12,238 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 1eS: Runoff = 2.43 cfs @ 12.08 hrs, Volume= 0.198 af, Depth= 4.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 22,063 98 Paved parking, HSG C 22,063 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 1fS: Runoff = 2.43 cfs @ 12.08 hrs, Volume= 0.198 af, Depth= 4.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 22,075 98 Paved parking, HSG C 22,075 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 49HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 1.70 cfs @ 12.22 hrs, Volume= 0.165 af, Depth= 2.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 37,261 74 >75% Grass cover, Good, HSG C 37,261 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.1 75 0.0367 0.09 Sheet Flow, Grass: Bermuda n= 0.410 P2= 3.00" 1.8 196 0.0639 1.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 15.9 271 Total Summary for Subcatchment 2S: Runoff = 1.33 cfs @ 12.09 hrs, Volume= 0.096 af, Depth= 2.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 23,401 72 Woods/grass comb., Good, HSG C 23,401 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3aS: Runoff = 1.29 cfs @ 12.08 hrs, Volume= 0.098 af, Depth= 4.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 9,899 98 Paved parking, HSG C 2,548 72 Woods/grass comb., Good, HSG C 12,447 93 Weighted Average 2,548 20.47% Pervious Area 9,899 79.53% Impervious Area Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 50HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3bS: Runoff = 1.58 cfs @ 12.08 hrs, Volume= 0.129 af, Depth= 4.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 0 74 >75% Grass cover, Good, HSG C 14,365 98 Paved parking, HSG C 14,365 98 Weighted Average 14,365 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3cS: Runoff = 1.26 cfs @ 12.09 hrs, Volume= 0.093 af, Depth= 3.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 8,091 98 Paved parking, HSG C 5,051 74 >75% Grass cover, Good, HSG C 13,142 89 Weighted Average 5,051 38.43% Pervious Area 8,091 61.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3dS: Runoff = 1.55 cfs @ 12.08 hrs, Volume= 0.120 af, Depth= 4.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 51HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area (sf) CN Description 12,774 98 Paved parking, HSG C 1,700 74 >75% Grass cover, Good, HSG C 14,474 95 Weighted Average 1,700 11.75% Pervious Area 12,774 88.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3eS: Runoff = 1.49 cfs @ 12.09 hrs, Volume= 0.110 af, Depth= 3.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 10,397 98 Paved parking, HSG C 4,755 74 >75% Grass cover, Good, HSG C 15,152 90 Weighted Average 4,755 31.38% Pervious Area 10,397 68.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3fS: Runoff = 1.54 cfs @ 12.09 hrs, Volume= 0.111 af, Depth= 3.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 7,924 98 Paved parking, HSG C 9,666 74 >75% Grass cover, Good, HSG C 17,590 85 Weighted Average 9,666 54.95% Pervious Area 7,924 45.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 52HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 3gS: Runoff = 2.35 cfs @ 12.09 hrs, Volume= 0.173 af, Depth= 3.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 15,074 98 Paved parking, HSG C 9,324 74 >75% Grass cover, Good, HSG C 24,398 89 Weighted Average 9,324 38.22% Pervious Area 15,074 61.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3hS: Runoff = 2.32 cfs @ 12.09 hrs, Volume= 0.170 af, Depth= 3.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 12,325 98 Paved parking, HSG C 10,550 74 >75% Grass cover, Good, HSG C 1,838 98 Roofs, HSG C 24,713 88 Weighted Average 10,550 42.69% Pervious Area 14,163 57.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3iS: Runoff = 4.83 cfs @ 12.09 hrs, Volume= 0.346 af, Depth= 2.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 53HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area (sf) CN Description 53,423 70 Woods, Good, HSG C 9,648 98 Paved parking, HSG C 7,449 98 Roofs, HSG C 70,520 77 Weighted Average 53,423 75.76% Pervious Area 17,097 24.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3jS: Runoff = 1.67 cfs @ 12.09 hrs, Volume= 0.121 af, Depth= 3.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 11,224 74 >75% Grass cover, Good, HSG C 8,424 98 Water Surface, HSG C 19,648 84 Weighted Average 11,224 57.13% Pervious Area 8,424 42.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3S: Runoff = 6.11 cfs @ 12.09 hrs, Volume= 0.442 af, Depth= 2.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 107,746 72 Woods/grass comb., Good, HSG C 107,746 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 54HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Runoff = 0.32 cfs @ 12.09 hrs, Volume= 0.023 af, Depth= 3.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 1,939 74 >75% Grass cover, Good, HSG C 1,728 98 Paved roads w/curbs & sewers, HSG C 3,667 85 Weighted Average 1,939 52.88% Pervious Area 1,728 47.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 6aS: Runoff = 1.01 cfs @ 12.09 hrs, Volume= 0.075 af, Depth= 3.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 3,756 74 >75% Grass cover, Good, HSG C 1,130 98 Roofs, HSG C 5,653 98 Paved parking, HSG C 10,539 89 Weighted Average 3,756 35.64% Pervious Area 6,783 64.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 6S: Runoff = 0.20 cfs @ 12.08 hrs, Volume= 0.016 af, Depth= 4.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 249 74 >75% Grass cover, Good, HSG C 1,653 98 Paved parking, HSG C 1,902 95 Weighted Average 249 13.09% Pervious Area 1,653 86.91% Impervious Area Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 55HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 7aS: Runoff = 1.64 cfs @ 12.00 hrs, Volume= 0.101 af, Depth= 3.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 7,479 74 >75% Grass cover, Good, HSG C 6,113 98 Paved parking, HSG C 1,862 98 Roofs, HSG C 15,454 86 Weighted Average 7,479 48.40% Pervious Area 7,975 51.60% Impervious Area Summary for Subcatchment 7S: Runoff = 1.98 cfs @ 12.09 hrs, Volume= 0.142 af, Depth= 2.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 17,637 74 >75% Grass cover, Good, HSG C 6,412 98 Paved parking, HSG C 256 98 Roofs, HSG C 1,095 98 Paved parking, HSG C 25,400 81 Weighted Average 17,637 69.44% Pervious Area 7,763 30.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 8aS: Runoff = 0.47 cfs @ 12.08 hrs, Volume= 0.036 af, Depth= 4.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 56HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area (sf) CN Description 3,590 98 Paved parking, HSG C 825 74 >75% Grass cover, Good, HSG C 4,415 94 Weighted Average 825 18.69% Pervious Area 3,590 81.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 8S: Runoff = 7.00 cfs @ 12.09 hrs, Volume= 0.505 af, Depth= 3.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 48,145 74 >75% Grass cover, Good, HSG C 28,140 98 Paved parking, HSG C 6,010 98 Roofs, HSG C 82,295 84 Weighted Average 48,145 58.50% Pervious Area 34,150 41.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 9aS: Runoff = 1.66 cfs @ 12.09 hrs, Volume= 0.122 af, Depth= 3.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 7,115 74 >75% Grass cover, Good, HSG C 3,904 98 Paved parking, HSG C 3,747 98 Roofs, HSG C 2,903 98 Paved parking, HSG C 17,669 88 Weighted Average 7,115 40.27% Pervious Area 10,554 59.73% Impervious Area Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 57HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 9S: Runoff = 0.29 cfs @ 12.09 hrs, Volume= 0.021 af, Depth= 2.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 4,799 74 >75% Grass cover, Good, HSG C 4,799 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 10S: Runoff = 3.56 cfs @ 12.09 hrs, Volume= 0.257 af, Depth= 3.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Area (sf) CN Description 21,423 74 >75% Grass cover, Good, HSG C 13,658 98 Paved parking, HSG C 4,517 98 Roofs, HSG C 1,135 98 Paved parking, HSG C 40,733 85 Weighted Average 21,423 52.59% Pervious Area 19,310 47.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 11S: Runoff = 18.79 cfs @ 12.09 hrs, Volume= 1.370 af, Depth= 3.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 10-Year Event Rainfall=4.93" Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 58HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area (sf) CN Description 91,639 74 >75% Grass cover, Good, HSG C 65,897 98 Paved parking, HSG C 40,981 98 Roofs, HSG C 5,988 98 Paved parking, HSG C 204,505 87 Weighted Average 91,639 44.81% Pervious Area 112,866 55.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Reach 5R: Northwest Perimeter Inflow Area = 0.537 ac, 0.00% Impervious, Inflow Depth = 2.14" for 10-Year Event event Inflow = 1.33 cfs @ 12.09 hrs, Volume= 0.096 af Outflow = 1.33 cfs @ 12.09 hrs, Volume= 0.096 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Summary for Reach 6R: Western Design Point Inflow Area = 3.914 ac, 66.64% Impervious, Inflow Depth = 2.72" for 10-Year Event event Inflow = 6.62 cfs @ 12.28 hrs, Volume= 0.889 af Outflow = 6.62 cfs @ 12.28 hrs, Volume= 0.889 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Summary for Reach 10R: Northern Perimeter Inflow Area = 7.672 ac, 35.37% Impervious, Inflow Depth = 2.70" for 10-Year Event event Inflow = 17.41 cfs @ 12.11 hrs, Volume= 1.724 af Outflow = 17.41 cfs @ 12.11 hrs, Volume= 1.724 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Summary for Reach 11R: Easterrn Perimeter Inflow Area = 8.136 ac, 50.92% Impervious, Inflow Depth = 3.40" for 10-Year Event event Inflow = 30.91 cfs @ 12.09 hrs, Volume= 2.308 af Outflow = 30.91 cfs @ 12.09 hrs, Volume= 2.308 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 59HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Reach 12R: Roadway Inflow Area = 0.084 ac, 47.12% Impervious, Inflow Depth = 3.30" for 10-Year Event event Inflow = 0.32 cfs @ 12.09 hrs, Volume= 0.023 af Outflow = 0.32 cfs @ 12.09 hrs, Volume= 0.023 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Summary for Reach 13R: CB 143 Inflow Area = 0.286 ac, 67.81% Impervious, Inflow Depth = 3.80" for 10-Year Event event Inflow = 0.66 cfs @ 12.17 hrs, Volume= 0.091 af Outflow = 0.66 cfs @ 12.17 hrs, Volume= 0.091 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Summary for Reach 14R: CB 144 Inflow Area = 0.938 ac, 38.52% Impervious, Inflow Depth = 3.10" for 10-Year Event event Inflow = 2.54 cfs @ 12.09 hrs, Volume= 0.243 af Outflow = 2.54 cfs @ 12.09 hrs, Volume= 0.243 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Summary for Pond 2P: CB 201 Inflow Area = 0.301 ac,100.00% Impervious, Inflow Depth = 4.69" for 10-Year Event event Inflow = 1.44 cfs @ 12.08 hrs, Volume= 0.118 af Outflow = 1.44 cfs @ 12.08 hrs, Volume= 0.118 af, Atten= 0%, Lag= 0.0 min Primary = 1.44 cfs @ 12.08 hrs, Volume= 0.118 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 321.56' @ 12.08 hrs Flood Elev= 322.00' Device Routing Invert Outlet Devices #1 Primary 317.50'12.0" Round Culvert L= 14.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 317.50' / 317.10' S= 0.0286 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 321.50'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.42 cfs @ 12.08 hrs HW=321.56' TW=318.33' (Dynamic Tailwater) 1=Culvert (Passes 1.42 cfs of 5.36 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.42 cfs @ 0.80 fps) Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 60HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Pond 3P: Bioretention Basin Inflow Area = 3.059 ac, 85.28% Impervious, Inflow Depth = 4.32" for 10-Year Event event Inflow = 13.94 cfs @ 12.08 hrs, Volume= 1.100 af Outflow = 5.74 cfs @ 12.29 hrs, Volume= 1.100 af, Atten= 59%, Lag= 12.5 min Primary = 1.09 cfs @ 12.29 hrs, Volume= 0.932 af Secondary= 4.65 cfs @ 12.29 hrs, Volume= 0.169 af Tertiary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 316.82' @ 12.29 hrs Surf.Area= 17,304 sf Storage= 13,354 cf Flood Elev= 317.50' Surf.Area= 19,150 sf Storage= 25,662 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 71.0 min ( 833.7 - 762.7 ) Volume Invert Avail.Storage Storage Description #1 316.00' 35,580 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 316.00 15,085 0 0 317.00 17,776 16,431 16,431 318.00 20,523 19,150 35,580 Device Routing Invert Outlet Devices #1 Secondary 313.50'12.0" Round Culvert X 2.00 L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 313.50' / 313.00' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Primary 316.00'2.410 in/hr Exfiltration over Surface area above 222.00' Conductivity to Groundwater Elevation = 310.00' Excluded Surface area = 0 sf #3 Device 1 316.75'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads #4 Device 1 316.70'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads #5 Tertiary 317.50'20.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=1.09 cfs @ 12.29 hrs HW=316.82' TW=314.01' (Dynamic Tailwater) 2=Exfiltration ( Controls 1.09 cfs) Secondary OutFlow Max=4.63 cfs @ 12.29 hrs HW=316.82' TW=312.81' (Dynamic Tailwater) 1=Culvert (Passes 4.63 cfs of 10.03 cfs potential flow) 3=Orifice/Grate (Weir Controls 1.98 cfs @ 0.89 fps) 4=Orifice/Grate (Orifice Controls 2.65 cfs @ 1.70 fps) Tertiary OutFlow Max=0.00 cfs @ 0.01 hrs HW=316.00' TW=0.00' (Dynamic Tailwater) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 61HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Pond 4P: WQU 1 Inflow Area = 0.913 ac,100.00% Impervious, Inflow Depth = 4.69" for 10-Year Event event Inflow = 4.38 cfs @ 12.08 hrs, Volume= 0.357 af Outflow = 4.38 cfs @ 12.08 hrs, Volume= 0.357 af, Atten= 0%, Lag= 0.0 min Primary = 4.38 cfs @ 12.08 hrs, Volume= 0.357 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 318.18' @ 12.08 hrs Flood Elev= 321.00' Device Routing Invert Outlet Devices #1 Primary 317.00'18.0" Round Culvert L= 39.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 317.00' / 316.00' S= 0.0256 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=4.31 cfs @ 12.08 hrs HW=318.17' TW=316.57' (Dynamic Tailwater) 1=Culvert (Inlet Controls 4.31 cfs @ 2.91 fps) Summary for Pond 5P: Bioretention Basin Inflow Area = 2.964 ac, 59.52% Impervious, Inflow Depth = 3.64" for 10-Year Event event Inflow = 12.18 cfs @ 12.09 hrs, Volume= 0.899 af Outflow = 5.66 cfs @ 12.26 hrs, Volume= 0.899 af, Atten= 54%, Lag= 10.5 min Primary = 0.58 cfs @ 12.26 hrs, Volume= 0.572 af Secondary= 5.08 cfs @ 12.26 hrs, Volume= 0.327 af Tertiary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 335.11' @ 12.26 hrs Surf.Area= 9,903 sf Storage= 10,131 cf Flood Elev= 336.50' Surf.Area= 11,868 sf Storage= 25,293 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 67.3 min ( 862.7 - 795.4 ) Volume Invert Avail.Storage Storage Description #1 334.00' 31,408 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 334.00 8,423 0 0 335.00 9,756 9,090 9,090 336.00 11,145 10,451 19,540 337.00 12,590 11,868 31,408 Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 62HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Secondary 331.50'12.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 331.50' / 331.00' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Primary 334.00'2.410 in/hr Exfiltration over Surface area above 222.00' Conductivity to Groundwater Elevation = 310.00' Excluded Surface area = 0 sf #3 Device 1 334.65'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads #4 Secondary 336.00'48.0" x 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Tertiary 336.50'20.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.58 cfs @ 12.26 hrs HW=335.11' TW=332.93' (Dynamic Tailwater) 2=Exfiltration ( Controls 0.58 cfs) Secondary OutFlow Max=5.08 cfs @ 12.26 hrs HW=335.11' TW=332.15' (Dynamic Tailwater) 1=Culvert (Passes 5.08 cfs of 5.13 cfs potential flow) 3=Orifice/Grate (Orifice Controls 5.08 cfs @ 3.25 fps) 4=Orifice/Grate ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.01 hrs HW=334.00' TW=331.00' (Dynamic Tailwater) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 8P: Subsurface stone Bed Inflow Area = 3.059 ac, 85.28% Impervious, Inflow Depth = 3.66" for 10-Year Event event Inflow = 1.09 cfs @ 12.29 hrs, Volume= 0.932 af Outflow = 0.95 cfs @ 16.92 hrs, Volume= 0.932 af, Atten= 13%, Lag= 277.6 min Discarded = 0.19 cfs @ 16.92 hrs, Volume= 0.374 af Primary = 0.76 cfs @ 16.92 hrs, Volume= 0.557 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 314.80' @ 16.92 hrs Surf.Area= 18,512 sf Storage= 10,362 cf Flood Elev= 315.00' Surf.Area= 18,512 sf Storage= 11,107 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 210.5 min ( 1,059.7 - 849.2 ) Volume Invert Avail.Storage Storage Description #1 313.00' 14,810 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 313.00 18,512 0.0 0 0 314.00 18,512 40.0 7,405 7,405 316.00 18,512 20.0 7,405 14,810 Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 63HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 313.00'0.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 310.00' #2 Primary 313.50'6.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 313.50' / 313.40' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=0.19 cfs @ 16.92 hrs HW=314.80' (Free Discharge) 1=Exfiltration ( Controls 0.19 cfs) Primary OutFlow Max=0.76 cfs @ 16.92 hrs HW=314.80' TW=311.94' (Dynamic Tailwater) 2=Culvert (Inlet Controls 0.76 cfs @ 3.89 fps) Summary for Pond 9P: OCS 1 Inflow Area = 3.059 ac, 85.28% Impervious, Inflow Depth = 2.85" for 10-Year Event event Inflow = 5.04 cfs @ 12.29 hrs, Volume= 0.726 af Outflow = 5.04 cfs @ 12.29 hrs, Volume= 0.726 af, Atten= 0%, Lag= 0.0 min Primary = 5.04 cfs @ 12.29 hrs, Volume= 0.726 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 312.81' @ 12.29 hrs Flood Elev= 317.50' Device Routing Invert Outlet Devices #1 Primary 311.50'18.0" Round Culvert L= 42.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 311.50' / 310.00' S= 0.0357 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=5.01 cfs @ 12.29 hrs HW=312.81' TW=309.66' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.01 cfs @ 3.07 fps) Summary for Pond 11P: Subsurface 3 Inflow Area = 0.101 ac, 81.31% Impervious, Inflow Depth = 4.24" for 10-Year Event event Inflow = 0.47 cfs @ 12.08 hrs, Volume= 0.036 af Outflow = 0.51 cfs @ 12.10 hrs, Volume= 0.035 af, Atten= 0%, Lag= 0.9 min Primary = 0.51 cfs @ 12.10 hrs, Volume= 0.035 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 407.91' @ 12.10 hrs Surf.Area= 101 sf Storage= 172 cf Flood Elev= 410.50' Surf.Area= 101 sf Storage= 184 cf Plug-Flow detention time= 27.2 min calculated for 0.035 af (99% of inflow) Center-of-Mass det. time= 18.5 min ( 792.4 - 773.9 ) Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 64HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1A 405.00' 93 cf 5.92'W x 17.00'L x 3.21'H Field A 323 cf Overall - 91 cf Embedded = 232 cf x 40.0% Voids #2A 405.50' 91 cf Cultec R-280 x 2 Inside #1 Effective Size= 46.9"W x 26.0"H => 6.07 sf x 7.00'L = 42.5 cf Overall Size= 47.0"W x 26.5"H x 8.00'L with 1.00' Overlap Row Length Adjustment= +1.00' x 6.07 sf x 1 rows 184 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 405.50'12.0" Round Culvert L= 4.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 405.50' / 405.40' S= 0.0250 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 405.50'1.7" Vert. Orifice/Grate C= 0.600 #3 Device 1 407.80'12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.51 cfs @ 12.10 hrs HW=407.91' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.51 cfs of 4.13 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.12 cfs @ 7.37 fps) 3=Orifice/Grate (Weir Controls 0.39 cfs @ 1.10 fps) Summary for Pond 12P: Subsurface 4 Inflow Area = 0.406 ac, 59.73% Impervious, Inflow Depth = 3.60" for 10-Year Event event Inflow = 1.66 cfs @ 12.09 hrs, Volume= 0.122 af Outflow = 0.85 cfs @ 12.05 hrs, Volume= 0.119 af, Atten= 49%, Lag= 0.0 min Primary = 0.85 cfs @ 12.05 hrs, Volume= 0.119 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 402.24' @ 12.29 hrs Surf.Area= 608 sf Storage= 943 cf Flood Elev= 406.00' Surf.Area= 608 sf Storage= 1,378 cf Plug-Flow detention time= 39.6 min calculated for 0.119 af (98% of inflow) Center-of-Mass det. time= 26.2 min ( 824.6 - 798.4 ) Volume Invert Avail.Storage Storage Description #1A 400.00' 568 cf 12.50'W x 48.67'L x 3.67'H Field A 2,231 cf Overall - 810 cf Embedded = 1,421 cf x 40.0% Voids #2A 400.50' 810 cf Cultec R-V8HD x 14 Inside #1 Effective Size= 55.2"W x 32.0"H => 8.68 sf x 7.50'L = 65.1 cf Overall Size= 60.0"W x 32.0"H x 8.00'L with 0.50' Overlap Row Length Adjustment= -5.83' x 8.68 sf x 2 rows 1,378 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 400.50'8.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 400.50' / 399.00' S= 0.0750 '/' Cc= 0.900 Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 65HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=0.89 cfs @ 12.05 hrs HW=401.28' TW=400.79' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.89 cfs @ 2.55 fps) Summary for Pond 13P: Subsurface stone Bed Inflow Area = 2.964 ac, 59.52% Impervious, Inflow Depth = 2.32" for 10-Year Event event Inflow = 0.58 cfs @ 12.26 hrs, Volume= 0.572 af Outflow = 0.53 cfs @ 15.78 hrs, Volume= 0.572 af, Atten= 8%, Lag= 211.4 min Discarded = 0.09 cfs @ 15.78 hrs, Volume= 0.187 af Primary = 0.44 cfs @ 15.78 hrs, Volume= 0.386 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 333.09' @ 15.78 hrs Surf.Area= 9,756 sf Storage= 4,080 cf Flood Elev= 335.00' Surf.Area= 9,756 sf Storage= 7,805 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 156.6 min ( 1,081.0 - 924.4 ) Volume Invert Avail.Storage Storage Description #1 332.00' 7,805 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 332.00 9,756 0.0 0 0 333.00 9,756 40.0 3,902 3,902 335.00 9,756 20.0 3,902 7,805 Device Routing Invert Outlet Devices #1 Discarded 332.00'0.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 330.00' #2 Primary 332.50'6.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 332.50' / 332.40' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=0.09 cfs @ 15.78 hrs HW=333.09' (Free Discharge) 1=Exfiltration ( Controls 0.09 cfs) Primary OutFlow Max=0.44 cfs @ 15.78 hrs HW=333.09' TW=331.30' (Dynamic Tailwater) 2=Culvert (Inlet Controls 0.44 cfs @ 2.22 fps) Summary for Pond 14P: CB 211 Inflow Area = 0.302 ac, 61.57% Impervious, Inflow Depth = 3.70" for 10-Year Event event Inflow = 1.26 cfs @ 12.09 hrs, Volume= 0.093 af Outflow = 1.26 cfs @ 12.09 hrs, Volume= 0.093 af, Atten= 0%, Lag= 0.0 min Primary = 1.26 cfs @ 12.09 hrs, Volume= 0.093 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 66HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Peak Elev= 339.75' @ 12.09 hrs Flood Elev= 340.20' Device Routing Invert Outlet Devices #1 Primary 335.80'12.0" Round Culvert L= 47.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 335.80' / 335.30' S= 0.0106 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 339.70'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.25 cfs @ 12.09 hrs HW=339.75' TW=337.07' (Dynamic Tailwater) 1=Culvert (Passes 1.25 cfs of 4.89 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.25 cfs @ 0.76 fps) Summary for Pond 15P: Subsurface 1 Inflow Area = 0.242 ac, 64.36% Impervious, Inflow Depth = 3.70" for 10-Year Event event Inflow = 1.01 cfs @ 12.09 hrs, Volume= 0.075 af Outflow = 0.54 cfs @ 12.22 hrs, Volume= 0.075 af, Atten= 47%, Lag= 8.2 min Primary = 0.54 cfs @ 12.22 hrs, Volume= 0.075 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 400.40' @ 12.22 hrs Surf.Area= 741 sf Storage= 698 cf Flood Elev= 405.00' Surf.Area= 741 sf Storage= 1,699 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 21.1 min ( 816.0 - 794.9 ) Volume Invert Avail.Storage Storage Description #1A 399.00' 679 cf 18.00'W x 41.17'L x 3.67'H Field A 2,717 cf Overall - 1,020 cf Embedded = 1,698 cf x 40.0% Voids #2A 399.50' 1,020 cf Cultec R-V8HD x 18 Inside #1 Effective Size= 55.2"W x 32.0"H => 8.68 sf x 7.50'L = 65.1 cf Overall Size= 60.0"W x 32.0"H x 8.00'L with 0.50' Overlap Row Length Adjustment= -5.83' x 8.68 sf x 3 rows 1,699 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 398.92'12.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 398.92' / 398.82' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf #2 Device 1 398.92'2.5" Vert. Orifice/Grate C= 0.600 #3 Device 1 399.92'5.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 401.92'12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 67HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Primary OutFlow Max=0.54 cfs @ 12.22 hrs HW=400.40' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.54 cfs of 2.96 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.19 cfs @ 5.65 fps) 3=Orifice/Grate (Orifice Controls 0.34 cfs @ 2.52 fps) 4=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 16P: Subsurface 2 Inflow Area = 0.355 ac, 51.60% Impervious, Inflow Depth = 3.40" for 10-Year Event event Inflow = 1.64 cfs @ 12.00 hrs, Volume= 0.101 af Outflow = 0.58 cfs @ 12.21 hrs, Volume= 0.101 af, Atten= 65%, Lag= 12.1 min Primary = 0.58 cfs @ 12.21 hrs, Volume= 0.101 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 399.75' @ 12.21 hrs Surf.Area= 876 sf Storage= 1,062 cf Flood Elev= 403.00' Surf.Area= 1,297 sf Storage= 2,153 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 24.1 min ( 823.5 - 799.4 ) Volume Invert Avail.Storage Storage Description #1A 398.00' 799 cf 18.00'W x 48.67'L x 3.67'H Field A 3,212 cf Overall - 1,215 cf Embedded = 1,997 cf x 40.0% Voids #2A 398.50' 1,215 cf Cultec R-V8HD x 21 Inside #1 Effective Size= 55.2"W x 32.0"H => 8.68 sf x 7.50'L = 65.1 cf Overall Size= 60.0"W x 32.0"H x 8.00'L with 0.50' Overlap Row Length Adjustment= -5.83' x 8.68 sf x 3 rows #3 402.17' 505 cf 12.50'W x 33.67'L x 3.00'H Prismatoid 1,263 cf Overall x 40.0% Voids 2,519 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 397.86'12.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 397.86' / 397.00' S= 0.0860 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 397.86'2.5" Vert. Orifice/Grate C= 0.600 #3 Device 1 398.86'4.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 400.86'12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.57 cfs @ 12.21 hrs HW=399.74' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.57 cfs of 3.51 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.22 cfs @ 6.42 fps) 3=Orifice/Grate (Orifice Controls 0.36 cfs @ 4.08 fps) 4=Orifice/Grate ( Controls 0.00 cfs) Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 68HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Pond 17P: CB 205/206 Inflow Area = 0.507 ac,100.00% Impervious, Inflow Depth = 4.69" for 10-Year Event event Inflow = 2.43 cfs @ 12.08 hrs, Volume= 0.198 af Outflow = 2.43 cfs @ 12.08 hrs, Volume= 0.198 af, Atten= 0%, Lag= 0.0 min Primary = 2.43 cfs @ 12.08 hrs, Volume= 0.198 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 324.33' @ 12.08 hrs Flood Elev= 324.80' Device Routing Invert Outlet Devices #1 Device 2 324.30'2.5" x 2.5" Horiz. Orifice/Grate X 12.00 columns X 12 rows C= 0.600 Limited to weir flow at low heads #2 Primary 320.30'12.0" Round Culvert X 2.00 L= 51.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 320.30' / 319.50' S= 0.0157 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.39 cfs @ 12.08 hrs HW=324.33' TW=320.22' (Dynamic Tailwater) 2=Culvert (Passes 2.39 cfs of 11.22 cfs potential flow) 1=Orifice/Grate (Weir Controls 2.39 cfs @ 0.60 fps) Summary for Pond 18P: DMH 51 Inflow Area = 0.507 ac,100.00% Impervious, Inflow Depth = 4.69" for 10-Year Event event Inflow = 2.43 cfs @ 12.08 hrs, Volume= 0.198 af Outflow = 2.43 cfs @ 12.08 hrs, Volume= 0.198 af, Atten= 0%, Lag= 0.0 min Primary = 2.43 cfs @ 12.08 hrs, Volume= 0.198 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 320.22' @ 12.08 hrs Flood Elev= 323.40' Device Routing Invert Outlet Devices #1 Primary 319.40'18.0" Round Culvert L= 77.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 319.40' / 317.70' S= 0.0221 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=2.39 cfs @ 12.08 hrs HW=320.22' TW=318.84' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.39 cfs @ 2.43 fps) Summary for Pond 19P: CB 204 Inflow Area = 0.281 ac,100.00% Impervious, Inflow Depth = 4.69" for 10-Year Event event Inflow = 1.35 cfs @ 12.08 hrs, Volume= 0.110 af Outflow = 1.35 cfs @ 12.08 hrs, Volume= 0.110 af, Atten= 0%, Lag= 0.0 min Primary = 1.35 cfs @ 12.08 hrs, Volume= 0.110 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 69HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Peak Elev= 322.56' @ 12.08 hrs Flood Elev= 323.00' Device Routing Invert Outlet Devices #1 Primary 318.50'12.0" Round Culvert L= 54.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 318.50' / 317.80' S= 0.0130 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 322.50'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.33 cfs @ 12.08 hrs HW=322.56' TW=318.84' (Dynamic Tailwater) 1=Culvert (Passes 1.33 cfs of 5.63 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.33 cfs @ 0.78 fps) Summary for Pond 20P: DMH 50 Inflow Area = 0.788 ac,100.00% Impervious, Inflow Depth = 4.69" for 10-Year Event event Inflow = 3.78 cfs @ 12.08 hrs, Volume= 0.308 af Outflow = 3.78 cfs @ 12.08 hrs, Volume= 0.308 af, Atten= 0%, Lag= 0.0 min Primary = 3.78 cfs @ 12.08 hrs, Volume= 0.308 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 318.85' @ 12.08 hrs Flood Elev= 322.50' Device Routing Invert Outlet Devices #1 Primary 317.70'18.0" Round Culvert L= 39.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 317.70' / 317.10' S= 0.0154 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=3.72 cfs @ 12.08 hrs HW=318.84' TW=318.33' (Dynamic Tailwater) 1=Culvert (Outlet Controls 3.72 cfs @ 3.58 fps) Summary for Pond 21P: WQU 2 Inflow Area = 1.089 ac,100.00% Impervious, Inflow Depth = 4.69" for 10-Year Event event Inflow = 5.22 cfs @ 12.08 hrs, Volume= 0.426 af Outflow = 5.22 cfs @ 12.08 hrs, Volume= 0.426 af, Atten= 0%, Lag= 0.0 min Primary = 5.22 cfs @ 12.08 hrs, Volume= 0.426 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 318.35' @ 12.08 hrs Flood Elev= 322.00' Device Routing Invert Outlet Devices #1 Primary 317.00'18.0" Round Culvert L= 41.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 317.00' / 316.00' S= 0.0244 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 70HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Primary OutFlow Max=5.14 cfs @ 12.08 hrs HW=318.33' TW=316.57' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.14 cfs @ 3.10 fps) Summary for Pond 22P: CB 202 Inflow Area = 0.506 ac,100.00% Impervious, Inflow Depth = 4.69" for 10-Year Event event Inflow = 2.43 cfs @ 12.08 hrs, Volume= 0.198 af Outflow = 2.43 cfs @ 12.08 hrs, Volume= 0.198 af, Atten= 0%, Lag= 0.0 min Primary = 2.43 cfs @ 12.08 hrs, Volume= 0.198 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 322.60' @ 12.08 hrs Flood Elev= 323.00' Device Routing Invert Outlet Devices #1 Primary 318.50'12.0" Round Culvert L= 88.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 318.50' / 317.10' S= 0.0159 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 322.50'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.39 cfs @ 12.08 hrs HW=322.60' TW=318.17' (Dynamic Tailwater) 1=Culvert (Passes 2.39 cfs of 5.67 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.39 cfs @ 1.53 fps) Summary for Pond 23P: CB 200 Inflow Area = 0.407 ac,100.00% Impervious, Inflow Depth = 4.69" for 10-Year Event event Inflow = 1.95 cfs @ 12.08 hrs, Volume= 0.159 af Outflow = 1.95 cfs @ 12.08 hrs, Volume= 0.159 af, Atten= 0%, Lag= 0.0 min Primary = 1.95 cfs @ 12.08 hrs, Volume= 0.159 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 321.57' @ 12.08 hrs Flood Elev= 322.00' Device Routing Invert Outlet Devices #1 Primary 317.50'12.0" Round Culvert L= 12.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 317.50' / 317.00' S= 0.0417 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 321.50'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.92 cfs @ 12.08 hrs HW=321.57' TW=318.17' (Dynamic Tailwater) 1=Culvert (Passes 1.92 cfs of 5.51 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.92 cfs @ 0.88 fps) Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 71HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Pond 24P: DMH54 Inflow Area = 1.613 ac, 59.03% Impervious, Inflow Depth = 3.63" for 10-Year Event event Inflow = 6.63 cfs @ 12.09 hrs, Volume= 0.488 af Outflow = 6.63 cfs @ 12.09 hrs, Volume= 0.488 af, Atten= 0%, Lag= 0.0 min Primary = 6.63 cfs @ 12.09 hrs, Volume= 0.488 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 337.09' @ 12.09 hrs Flood Elev= 341.20' Device Routing Invert Outlet Devices #1 Primary 335.20'24.0" Round Culvert L= 9.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 335.20' / 335.10' S= 0.0111 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=6.54 cfs @ 12.09 hrs HW=337.07' TW=336.75' (Dynamic Tailwater) 1=Culvert (Inlet Controls 6.54 cfs @ 2.14 fps) Summary for Pond 25P: WQU 4 Inflow Area = 2.513 ac, 62.50% Impervious, Inflow Depth = 3.72" for 10-Year Event event Inflow = 10.50 cfs @ 12.09 hrs, Volume= 0.778 af Outflow = 10.50 cfs @ 12.09 hrs, Volume= 0.778 af, Atten= 0%, Lag= 0.0 min Primary = 10.50 cfs @ 12.09 hrs, Volume= 0.778 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 336.77' @ 12.09 hrs Flood Elev= 341.00' Device Routing Invert Outlet Devices #1 Primary 335.00'24.0" Round Culvert L= 22.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 335.00' / 334.00' S= 0.0455 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=10.36 cfs @ 12.09 hrs HW=336.75' TW=334.89' (Dynamic Tailwater) 1=Culvert (Inlet Controls 10.36 cfs @ 3.55 fps) Summary for Pond 26P: CB 213 Inflow Area = 0.332 ac, 88.25% Impervious, Inflow Depth = 4.35" for 10-Year Event event Inflow = 1.55 cfs @ 12.08 hrs, Volume= 0.120 af Outflow = 1.55 cfs @ 12.08 hrs, Volume= 0.120 af, Atten= 0%, Lag= 0.0 min Primary = 1.55 cfs @ 12.08 hrs, Volume= 0.120 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 341.46' @ 12.08 hrs Flood Elev= 341.90' Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 72HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 337.40'12.0" Round Culvert L= 13.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 337.40' / 337.20' S= 0.0154 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 341.40'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.52 cfs @ 12.08 hrs HW=341.46' TW=336.75' (Dynamic Tailwater) 1=Culvert (Passes 1.52 cfs of 5.63 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.52 cfs @ 0.82 fps) Summary for Pond 27P: CB 214 Inflow Area = 0.348 ac, 68.62% Impervious, Inflow Depth = 3.81" for 10-Year Event event Inflow = 1.49 cfs @ 12.09 hrs, Volume= 0.110 af Outflow = 1.49 cfs @ 12.09 hrs, Volume= 0.110 af, Atten= 0%, Lag= 0.0 min Primary = 1.49 cfs @ 12.09 hrs, Volume= 0.110 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 346.46' @ 12.09 hrs Flood Elev= 346.90' Device Routing Invert Outlet Devices #1 Primary 342.40'12.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 342.40' / 342.10' S= 0.0600 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 346.40'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.47 cfs @ 12.09 hrs HW=346.46' TW=343.08' (Dynamic Tailwater) 1=Culvert (Passes 1.47 cfs of 5.49 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.47 cfs @ 0.81 fps) Summary for Pond 28P: DMH 55 Inflow Area = 0.908 ac, 64.40% Impervious, Inflow Depth = 3.74" for 10-Year Event event Inflow = 3.83 cfs @ 12.09 hrs, Volume= 0.283 af Outflow = 3.83 cfs @ 12.09 hrs, Volume= 0.283 af, Atten= 0%, Lag= 0.0 min Primary = 3.83 cfs @ 12.09 hrs, Volume= 0.283 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 343.09' @ 12.09 hrs Flood Elev= 346.00' Device Routing Invert Outlet Devices #1 Primary 342.00'18.0" Round Culvert L= 65.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 342.00' / 335.30' S= 0.1031 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 73HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Primary OutFlow Max=3.78 cfs @ 12.09 hrs HW=343.08' TW=337.07' (Dynamic Tailwater) 1=Culvert (Inlet Controls 3.78 cfs @ 2.79 fps) Summary for Pond 29P: CB 212 Inflow Area = 0.404 ac, 45.05% Impervious, Inflow Depth = 3.30" for 10-Year Event event Inflow = 1.54 cfs @ 12.09 hrs, Volume= 0.111 af Outflow = 1.54 cfs @ 12.09 hrs, Volume= 0.111 af, Atten= 0%, Lag= 0.0 min Primary = 1.54 cfs @ 12.09 hrs, Volume= 0.111 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 341.06' @ 12.09 hrs Flood Elev= 341.50' Device Routing Invert Outlet Devices #1 Primary 337.00'12.0" Round Culvert L= 43.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 337.00' / 335.30' S= 0.0395 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 341.00'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.52 cfs @ 12.09 hrs HW=341.06' TW=337.07' (Dynamic Tailwater) 1=Culvert (Passes 1.52 cfs of 5.63 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.52 cfs @ 0.81 fps) Summary for Pond 30P: CBs 215/217 Inflow Area = 0.560 ac, 61.78% Impervious, Inflow Depth = 3.70" for 10-Year Event event Inflow = 2.35 cfs @ 12.09 hrs, Volume= 0.173 af Outflow = 2.35 cfs @ 12.09 hrs, Volume= 0.173 af, Atten= 0%, Lag= 0.0 min Primary = 2.35 cfs @ 12.09 hrs, Volume= 0.173 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 353.10' @ 12.09 hrs Flood Elev= 353.50' Device Routing Invert Outlet Devices #1 Primary 349.00'12.0" Round Culvert L= 86.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 349.00' / 342.50' S= 0.0756 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 353.00'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.31 cfs @ 12.09 hrs HW=353.09' TW=343.08' (Dynamic Tailwater) 1=Culvert (Passes 2.31 cfs of 5.66 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.31 cfs @ 1.48 fps) Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 74HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Pond 31P: CB 218 Inflow Area = 0.567 ac, 57.31% Impervious, Inflow Depth = 3.60" for 10-Year Event event Inflow = 2.32 cfs @ 12.09 hrs, Volume= 0.170 af Outflow = 2.32 cfs @ 12.09 hrs, Volume= 0.170 af, Atten= 0%, Lag= 0.0 min Primary = 2.32 cfs @ 12.09 hrs, Volume= 0.170 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 349.40' @ 12.09 hrs Flood Elev= 349.80' Device Routing Invert Outlet Devices #1 Primary 345.30'12.0" Round Culvert L= 36.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 345.30' / 344.90' S= 0.0111 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 349.30'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.29 cfs @ 12.09 hrs HW=349.39' TW=345.99' (Dynamic Tailwater) 1=Culvert (Passes 2.29 cfs of 5.51 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.29 cfs @ 1.47 fps) Summary for Pond 32P: DMH 56 Inflow Area = 0.567 ac, 57.31% Impervious, Inflow Depth = 3.60" for 10-Year Event event Inflow = 2.32 cfs @ 12.09 hrs, Volume= 0.170 af Outflow = 2.32 cfs @ 12.09 hrs, Volume= 0.170 af, Atten= 0%, Lag= 0.0 min Primary = 2.32 cfs @ 12.09 hrs, Volume= 0.170 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 346.01' @ 12.09 hrs Flood Elev= 349.30' Device Routing Invert Outlet Devices #1 Primary 344.90'12.0" Round Culvert L= 181.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 344.90' / 335.10' S= 0.0541 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.29 cfs @ 12.09 hrs HW=345.99' TW=336.75' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.29 cfs @ 2.92 fps) Summary for Pond 33P: OCS 2 Inflow Area = 2.964 ac, 59.52% Impervious, Inflow Depth = 2.88" for 10-Year Event event Inflow = 5.40 cfs @ 12.26 hrs, Volume= 0.712 af Outflow = 5.40 cfs @ 12.26 hrs, Volume= 0.712 af, Atten= 0%, Lag= 0.0 min Primary = 5.40 cfs @ 12.26 hrs, Volume= 0.712 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 75HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Peak Elev= 332.15' @ 12.26 hrs Flood Elev= 336.50' Device Routing Invert Outlet Devices #1 Primary 331.00'24.0" Round Culvert L= 37.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 331.00' / 326.00' S= 0.1351 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=5.40 cfs @ 12.26 hrs HW=332.15' TW=327.17' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.40 cfs @ 2.88 fps) Summary for Pond 34P: WQU 8 Inflow Area = 0.406 ac, 59.73% Impervious, Inflow Depth = 3.60" for 10-Year Event event Inflow = 1.66 cfs @ 12.09 hrs, Volume= 0.122 af Outflow = 1.66 cfs @ 12.09 hrs, Volume= 0.122 af, Atten= 0%, Lag= 0.0 min Primary = 1.66 cfs @ 12.09 hrs, Volume= 0.122 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 405.07' @ 12.09 hrs Flood Elev= 405.50' Device Routing Invert Outlet Devices #1 Primary 401.00'12.0" Round Culvert L= 7.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 401.00' / 400.50' S= 0.0714 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 405.00'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.64 cfs @ 12.09 hrs HW=405.07' TW=401.50' (Dynamic Tailwater) 1=Culvert (Passes 1.64 cfs of 5.64 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.64 cfs @ 0.84 fps) Summary for Pond 37P: OCS 6 Inflow Area = 0.406 ac, 59.73% Impervious, Inflow Depth = 3.52" for 10-Year Event event Inflow = 0.85 cfs @ 12.05 hrs, Volume= 0.119 af Outflow = 0.85 cfs @ 12.05 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.0 min Primary = 0.85 cfs @ 12.05 hrs, Volume= 0.119 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 400.81' @ 12.05 hrs Flood Elev= 405.50' Device Routing Invert Outlet Devices #1 Primary 398.90'12.0" Round Culvert L= 26.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 398.90' / 397.92' S= 0.0377 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 398.90'2.0" Vert. Orifice/Grate C= 0.600 Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 76HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC #3 Device 1 400.00'6.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 401.90'12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.83 cfs @ 12.05 hrs HW=400.79' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.83 cfs of 3.52 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.14 cfs @ 6.47 fps) 3=Orifice/Grate (Orifice Controls 0.69 cfs @ 3.53 fps) 4=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 38P: WQU 7 Inflow Area = 0.101 ac, 81.31% Impervious, Inflow Depth = 4.24" for 10-Year Event event Inflow = 0.47 cfs @ 12.08 hrs, Volume= 0.036 af Outflow = 0.47 cfs @ 12.08 hrs, Volume= 0.036 af, Atten= 0%, Lag= 0.0 min Primary = 0.47 cfs @ 12.08 hrs, Volume= 0.036 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 412.53' @ 12.08 hrs Flood Elev= 413.00' Device Routing Invert Outlet Devices #1 Primary 406.50'12.0" Round Culvert L= 17.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 406.50' / 405.50' S= 0.0588 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 412.50'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.46 cfs @ 12.08 hrs HW=412.53' TW=407.90' (Dynamic Tailwater) 1=Culvert (Passes 0.46 cfs of 6.42 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.46 cfs @ 0.55 fps) Summary for Pond 40P: WQU 5 Inflow Area = 0.242 ac, 64.36% Impervious, Inflow Depth = 3.70" for 10-Year Event event Inflow = 1.01 cfs @ 12.09 hrs, Volume= 0.075 af Outflow = 1.01 cfs @ 12.09 hrs, Volume= 0.075 af, Atten= 0%, Lag= 0.0 min Primary = 1.01 cfs @ 12.09 hrs, Volume= 0.075 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 405.05' @ 12.09 hrs Flood Elev= 405.50' Device Routing Invert Outlet Devices #1 Primary 401.00'12.0" Round Culvert L= 32.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 401.00' / 399.50' S= 0.0469 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 405.00'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 77HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Primary OutFlow Max=1.00 cfs @ 12.09 hrs HW=405.05' TW=400.16' (Dynamic Tailwater) 1=Culvert (Passes 1.00 cfs of 5.62 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.00 cfs @ 0.71 fps) Summary for Pond 42P: WQU 6 Inflow Area = 0.355 ac, 51.60% Impervious, Inflow Depth = 3.40" for 10-Year Event event Inflow = 1.64 cfs @ 12.00 hrs, Volume= 0.101 af Outflow = 1.64 cfs @ 12.00 hrs, Volume= 0.101 af, Atten= 0%, Lag= 0.0 min Primary = 1.64 cfs @ 12.00 hrs, Volume= 0.101 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 405.57' @ 12.00 hrs Flood Elev= 406.00' Device Routing Invert Outlet Devices #1 Primary 400.50'12.0" Round Culvert L= 64.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 400.50' / 398.50' S= 0.0313 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 405.50'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.60 cfs @ 12.00 hrs HW=405.56' TW=399.36' (Dynamic Tailwater) 1=Culvert (Passes 1.60 cfs of 6.38 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.60 cfs @ 0.83 fps) Summary for Pond 59P: Level Spreader 3 Inflow Area = 2.964 ac, 59.52% Impervious, Inflow Depth = 2.88" for 10-Year Event event Inflow = 5.40 cfs @ 12.26 hrs, Volume= 0.712 af Outflow = 5.42 cfs @ 12.26 hrs, Volume= 0.710 af, Atten= 0%, Lag= 0.0 min Primary = 5.42 cfs @ 12.26 hrs, Volume= 0.710 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 327.17' @ 12.26 hrs Surf.Area= 0.011 ac Storage= 0.004 af Plug-Flow detention time= 2.7 min calculated for 0.710 af (100% of inflow) Center-of-Mass det. time= 1.1 min ( 907.4 - 906.3 ) Volume Invert Avail.Storage Storage Description #1 326.50' 0.005 af 1.00'W x 30.00'L x 0.75'H Prismatoid Z=8.0 Device Routing Invert Outlet Devices #1 Primary 327.00'30.0' long x 1.5' 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 Coef. (English) 2.62 2.64 2.64 2.68 2.75 2.86 2.92 3.07 3.07 3.03 3.28 3.32 Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 78HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Primary OutFlow Max=5.41 cfs @ 12.26 hrs HW=327.17' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 5.41 cfs @ 1.07 fps) Summary for Pond 60P: Level Spreader 2 Inflow Area = 3.059 ac, 85.28% Impervious, Inflow Depth = 2.85" for 10-Year Event event Inflow = 5.04 cfs @ 12.29 hrs, Volume= 0.726 af Outflow = 5.03 cfs @ 12.30 hrs, Volume= 0.724 af, Atten= 0%, Lag= 0.0 min Primary = 5.03 cfs @ 12.30 hrs, Volume= 0.724 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 309.66' @ 12.30 hrs Surf.Area= 0.011 ac Storage= 0.003 af Plug-Flow detention time= 2.7 min calculated for 0.724 af (100% of inflow) Center-of-Mass det. time= 1.2 min ( 955.7 - 954.5 ) Volume Invert Avail.Storage Storage Description #1 309.00' 0.005 af 1.00'W x 30.00'L x 0.75'H Prismatoid Z=8.0 Device Routing Invert Outlet Devices #1 Primary 309.50'30.0' long x 1.5' 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 Coef. (English) 2.62 2.64 2.64 2.68 2.75 2.86 2.92 3.07 3.07 3.03 3.28 3.32 Primary OutFlow Max=5.01 cfs @ 12.30 hrs HW=309.66' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 5.01 cfs @ 1.05 fps) Summary for Pond 61P: CB 210 Inflow Area = 0.330 ac,100.00% Impervious, Inflow Depth = 4.69" for 10-Year Event event Inflow = 1.58 cfs @ 12.08 hrs, Volume= 0.129 af Outflow = 1.58 cfs @ 12.08 hrs, Volume= 0.129 af, Atten= 0%, Lag= 0.0 min Primary = 1.58 cfs @ 12.08 hrs, Volume= 0.129 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 329.51' @ 12.08 hrs Flood Elev= 333.20' Device Routing Invert Outlet Devices #1 Primary 328.70'12.0" Round Culvert L= 23.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 328.70' / 327.80' S= 0.0391 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.56 cfs @ 12.08 hrs HW=329.50' TW=329.10' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.56 cfs @ 3.18 fps) Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 79HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Pond 62P: CB 209 Inflow Area = 0.286 ac, 79.53% Impervious, Inflow Depth = 4.13" for 10-Year Event event Inflow = 1.29 cfs @ 12.08 hrs, Volume= 0.098 af Outflow = 1.29 cfs @ 12.08 hrs, Volume= 0.098 af, Atten= 0%, Lag= 0.0 min Primary = 1.29 cfs @ 12.08 hrs, Volume= 0.098 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 329.31' @ 12.08 hrs Flood Elev= 332.50' Device Routing Invert Outlet Devices #1 Primary 328.00'12.0" Round Culvert L= 12.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 328.00' / 327.80' S= 0.0167 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.27 cfs @ 12.08 hrs HW=329.28' TW=329.10' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.27 cfs @ 1.62 fps) Summary for Pond 63P: WQU 3 Inflow Area = 0.616 ac, 90.50% Impervious, Inflow Depth = 4.43" for 10-Year Event event Inflow = 2.88 cfs @ 12.08 hrs, Volume= 0.227 af Outflow = 2.88 cfs @ 12.08 hrs, Volume= 0.227 af, Atten= 0%, Lag= 0.0 min Primary = 2.88 cfs @ 12.08 hrs, Volume= 0.227 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 329.13' @ 12.08 hrs Flood Elev= 332.50' Device Routing Invert Outlet Devices #1 Primary 327.70'12.0" Round Culvert L= 143.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 327.70' / 325.00' S= 0.0189 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.83 cfs @ 12.08 hrs HW=329.10' TW=325.61' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.83 cfs @ 3.60 fps) Summary for Pond 64P: Level Spreader 2 Inflow Area = 0.616 ac, 90.50% Impervious, Inflow Depth = 4.43" for 10-Year Event event Inflow = 2.88 cfs @ 12.08 hrs, Volume= 0.227 af Outflow = 2.87 cfs @ 12.09 hrs, Volume= 0.225 af, Atten= 0%, Lag= 0.2 min Primary = 2.87 cfs @ 12.09 hrs, Volume= 0.225 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 325.61' @ 12.09 hrs Surf.Area= 0.010 ac Storage= 0.003 af Plug-Flow detention time= 11.6 min calculated for 0.225 af (99% of inflow) Type III 24-hr 10-Year Event Rainfall=4.93"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 80HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Center-of-Mass det. time= 5.8 min ( 767.2 - 761.4 ) Volume Invert Avail.Storage Storage Description #1 325.00' 0.005 af 1.00'W x 30.00'L x 0.75'H Prismatoid Z=8.0 Device Routing Invert Outlet Devices #1 Primary 325.50'30.0' long x 1.5' 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 Coef. (English) 2.62 2.64 2.64 2.68 2.75 2.86 2.92 3.07 3.07 3.03 3.28 3.32 Primary OutFlow Max=2.83 cfs @ 12.09 hrs HW=325.61' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 2.83 cfs @ 0.87 fps) Summary for Pond 65P: 12" Culverts Inflow Area = 1.619 ac, 24.24% Impervious, Inflow Depth = 2.56" for 10-Year Event event Inflow = 4.83 cfs @ 12.09 hrs, Volume= 0.346 af Outflow = 4.37 cfs @ 12.13 hrs, Volume= 0.346 af, Atten= 10%, Lag= 2.3 min Primary = 4.37 cfs @ 12.13 hrs, Volume= 0.346 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 335.53' @ 12.13 hrs Surf.Area= 990 sf Storage= 360 cf Flood Elev= 337.00' Surf.Area= 5,732 sf Storage= 4,714 cf Plug-Flow detention time= 1.0 min calculated for 0.346 af (100% of inflow) Center-of-Mass det. time= 1.0 min ( 831.4 - 830.4 ) Volume Invert Avail.Storage Storage Description #1 334.50' 4,714 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 334.50 60 0 0 335.00 156 54 54 336.00 1,716 936 990 337.00 5,732 3,724 4,714 Device Routing Invert Outlet Devices #1 Primary 334.50'12.0" Round Culvert X 2.00 L= 112.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 334.50' / 331.50' S= 0.0268 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=4.36 cfs @ 12.13 hrs HW=335.53' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 4.36 cfs @ 2.78 fps) Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 81HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Time span=0.01-72.00 hrs, dt=0.03 hrs, 2401 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=46,043 sf 57.39% Impervious Runoff Depth=6.39"Subcatchment 1aS: Tc=6.0 min CN=88 Runoff=7.48 cfs 0.563 af Runoff Area=17,715 sf 100.00% Impervious Runoff Depth=7.58"Subcatchment 1bS: Tc=6.0 min CN=98 Runoff=3.10 cfs 0.257 af Runoff Area=13,118 sf 100.00% Impervious Runoff Depth=7.58"Subcatchment 1cS: Tc=6.0 min CN=98 Runoff=2.30 cfs 0.190 af Runoff Area=12,238 sf 100.00% Impervious Runoff Depth=7.58"Subcatchment 1dS: Tc=6.0 min CN=98 Runoff=2.14 cfs 0.177 af Runoff Area=22,063 sf 100.00% Impervious Runoff Depth=7.58"Subcatchment 1eS: Tc=6.0 min CN=98 Runoff=3.87 cfs 0.320 af Runoff Area=22,075 sf 100.00% Impervious Runoff Depth=7.58"Subcatchment 1fS: Tc=6.0 min CN=98 Runoff=3.87 cfs 0.320 af Runoff Area=37,261 sf 0.00% Impervious Runoff Depth=4.77"Subcatchment 1S: Flow Length=271' Tc=15.9 min CN=74 Runoff=3.53 cfs 0.340 af Runoff Area=23,401 sf 0.00% Impervious Runoff Depth=4.54"Subcatchment 2S: Tc=6.0 min CN=72 Runoff=2.84 cfs 0.203 af Runoff Area=12,447 sf 79.53% Impervious Runoff Depth=6.98"Subcatchment 3aS: Tc=6.0 min CN=93 Runoff=2.12 cfs 0.166 af Runoff Area=14,365 sf 100.00% Impervious Runoff Depth=7.58"Subcatchment 3bS: Tc=6.0 min CN=98 Runoff=2.52 cfs 0.208 af Runoff Area=13,142 sf 61.57% Impervious Runoff Depth=6.51"Subcatchment 3cS: Tc=6.0 min CN=89 Runoff=2.16 cfs 0.164 af Runoff Area=14,474 sf 88.25% Impervious Runoff Depth=7.22"Subcatchment 3dS: Tc=6.0 min CN=95 Runoff=2.50 cfs 0.200 af Runoff Area=15,152 sf 68.62% Impervious Runoff Depth=6.63"Subcatchment 3eS: Tc=6.0 min CN=90 Runoff=2.52 cfs 0.192 af Runoff Area=17,590 sf 45.05% Impervious Runoff Depth=6.04"Subcatchment 3fS: Tc=6.0 min CN=85 Runoff=2.74 cfs 0.203 af Runoff Area=24,398 sf 61.78% Impervious Runoff Depth=6.51"Subcatchment 3gS: Tc=6.0 min CN=89 Runoff=4.01 cfs 0.304 af Runoff Area=24,713 sf 57.31% Impervious Runoff Depth=6.39"Subcatchment 3hS: Tc=6.0 min CN=88 Runoff=4.01 cfs 0.302 af Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 82HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Runoff Area=70,520 sf 24.24% Impervious Runoff Depth=5.11"Subcatchment 3iS: Tc=6.0 min CN=77 Runoff=9.56 cfs 0.689 af Runoff Area=19,648 sf 42.87% Impervious Runoff Depth=5.92"Subcatchment 3jS: Tc=6.0 min CN=84 Runoff=3.01 cfs 0.223 af Runoff Area=107,746 sf 0.00% Impervious Runoff Depth=4.54"Subcatchment 3S: Tc=6.0 min CN=72 Runoff=13.06 cfs 0.935 af Runoff Area=3,667 sf 47.12% Impervious Runoff Depth=6.04"Subcatchment 5S: Tc=6.0 min CN=85 Runoff=0.57 cfs 0.042 af Runoff Area=10,539 sf 64.36% Impervious Runoff Depth=6.51"Subcatchment 6aS: Tc=6.0 min CN=89 Runoff=1.73 cfs 0.131 af Runoff Area=1,902 sf 86.91% Impervious Runoff Depth=7.22"Subcatchment 6S: Tc=6.0 min CN=95 Runoff=0.33 cfs 0.026 af Runoff Area=15,454 sf 51.60% Impervious Runoff Depth=6.16"Subcatchment 7aS: Tc=0.0 min CN=86 Runoff=2.88 cfs 0.182 af Runoff Area=25,400 sf 30.56% Impervious Runoff Depth=5.57"Subcatchment 7S: Tc=6.0 min CN=81 Runoff=3.71 cfs 0.271 af Runoff Area=4,415 sf 81.31% Impervious Runoff Depth=7.10"Subcatchment 8aS: Tc=6.0 min CN=94 Runoff=0.76 cfs 0.060 af Runoff Area=82,295 sf 41.50% Impervious Runoff Depth=5.92"Subcatchment 8S: Tc=6.0 min CN=84 Runoff=12.63 cfs 0.932 af Runoff Area=17,669 sf 59.73% Impervious Runoff Depth=6.39"Subcatchment 9aS: Tc=6.0 min CN=88 Runoff=2.87 cfs 0.216 af Runoff Area=4,799 sf 0.00% Impervious Runoff Depth=4.77"Subcatchment 9S: Tc=6.0 min CN=74 Runoff=0.61 cfs 0.044 af Runoff Area=40,733 sf 47.41% Impervious Runoff Depth=6.04"Subcatchment 10S: Tc=6.0 min CN=85 Runoff=6.34 cfs 0.471 af Runoff Area=204,505 sf 55.19% Impervious Runoff Depth=6.27"Subcatchment 11S: Tc=6.0 min CN=87 Runoff=32.80 cfs 2.455 af Inflow=2.84 cfs 0.203 afReach 5R: Northwest Perimeter Outflow=2.84 cfs 0.203 af Inflow=13.60 cfs 1.747 afReach 6R: Western Design Point Outflow=13.60 cfs 1.747 af Inflow=29.87 cfs 3.370 afReach 10R: Northern Perimeter Outflow=29.87 cfs 3.370 af Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 83HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Inflow=54.32 cfs 4.174 afReach 11R: Easterrn Perimeter Outflow=54.32 cfs 4.174 af Inflow=0.57 cfs 0.042 afReach 12R: Roadway Outflow=0.57 cfs 0.042 af Inflow=1.15 cfs 0.158 afReach 13R: CB 143 Outflow=1.15 cfs 0.158 af Inflow=5.57 cfs 0.453 afReach 14R: CB 144 Outflow=5.57 cfs 0.453 af Peak Elev=321.59' Inflow=2.30 cfs 0.190 afPond 2P: CB 201 Outflow=2.30 cfs 0.190 af Peak Elev=317.20' Storage=19,950 cf Inflow=22.76 cfs 1.828 afPond 3P: Bioretention Basin Primary=1.21 cfs 1.216 af Secondary=9.80 cfs 0.613 af Tertiary=0.00 cfs 0.000 af Outflow=11.00 cfs 1.828 af Peak Elev=318.82' Inflow=6.97 cfs 0.577 afPond 4P: WQU 1 18.0" Round Culvert n=0.013 L=39.0' S=0.0256 '/' Outflow=6.97 cfs 0.577 af Peak Elev=336.02' Storage=19,717 cf Inflow=20.97 cfs 1.588 afPond 5P: Bioretention Basin Primary=0.67 cfs 0.745 af Secondary=5.89 cfs 0.843 af Tertiary=0.00 cfs 0.000 af Outflow=6.55 cfs 1.588 af Peak Elev=314.97' Storage=11,014 cf Inflow=1.21 cfs 1.216 afPond 8P: Subsurface stone Bed Discarded=0.19 cfs 0.422 af Primary=0.83 cfs 0.797 af Outflow=1.02 cfs 1.216 af Peak Elev=314.45' Inflow=9.97 cfs 1.409 afPond 9P: OCS 1 18.0" Round Culvert n=0.013 L=42.0' S=0.0357 '/' Outflow=9.97 cfs 1.409 af Peak Elev=407.96' Storage=174 cf Inflow=0.76 cfs 0.060 afPond 11P: Subsurface 3 Outflow=0.76 cfs 0.060 af Peak Elev=406.76' Storage=1,378 cf Inflow=2.87 cfs 0.216 afPond 12P: Subsurface 4 8.0" Round Culvert n=0.010 L=20.0' S=0.0750 '/' Outflow=2.85 cfs 0.213 af Peak Elev=333.19' Storage=4,278 cf Inflow=0.67 cfs 0.745 afPond 13P: Subsurface stone Bed Discarded=0.10 cfs 0.213 af Primary=0.50 cfs 0.532 af Outflow=0.59 cfs 0.745 af Peak Elev=339.78' Inflow=2.16 cfs 0.164 afPond 14P: CB 211 Outflow=2.16 cfs 0.164 af Peak Elev=401.20' Storage=1,143 cf Inflow=1.73 cfs 0.131 afPond 15P: Subsurface 1 Outflow=0.92 cfs 0.131 af Peak Elev=401.07' Storage=1,805 cf Inflow=2.88 cfs 0.182 afPond 16P: Subsurface 2 Outflow=1.86 cfs 0.182 af Peak Elev=324.35' Inflow=3.87 cfs 0.320 afPond 17P: CB 205/206 Outflow=3.87 cfs 0.320 af Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 84HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Peak Elev=320.59' Inflow=3.87 cfs 0.320 afPond 18P: DMH 51 18.0" Round Culvert n=0.013 L=77.0' S=0.0221 '/' Outflow=3.87 cfs 0.320 af Peak Elev=322.58' Inflow=2.14 cfs 0.177 afPond 19P: CB 204 Outflow=2.14 cfs 0.177 af Peak Elev=320.08' Inflow=6.01 cfs 0.498 afPond 20P: DMH 50 18.0" Round Culvert n=0.013 L=39.0' S=0.0154 '/' Outflow=6.01 cfs 0.498 af Peak Elev=319.28' Inflow=8.31 cfs 0.688 afPond 21P: WQU 2 18.0" Round Culvert n=0.013 L=41.0' S=0.0244 '/' Outflow=8.31 cfs 0.688 af Peak Elev=322.76' Inflow=3.87 cfs 0.320 afPond 22P: CB 202 Outflow=3.87 cfs 0.320 af Peak Elev=321.67' Inflow=3.10 cfs 0.257 afPond 23P: CB 200 Outflow=3.10 cfs 0.257 af Peak Elev=339.17' Inflow=11.43 cfs 0.863 afPond 24P: DMH54 24.0" Round Culvert n=0.013 L=9.0' S=0.0111 '/' Outflow=11.43 cfs 0.863 af Peak Elev=338.25' Inflow=17.95 cfs 1.365 afPond 25P: WQU 4 24.0" Round Culvert n=0.013 L=22.0' S=0.0455 '/' Outflow=17.95 cfs 1.365 af Peak Elev=341.51' Inflow=2.50 cfs 0.200 afPond 26P: CB 213 Outflow=2.50 cfs 0.200 af Peak Elev=346.51' Inflow=2.52 cfs 0.192 afPond 27P: CB 214 Outflow=2.52 cfs 0.192 af Peak Elev=343.69' Inflow=6.52 cfs 0.496 afPond 28P: DMH 55 18.0" Round Culvert n=0.013 L=65.0' S=0.1031 '/' Outflow=6.52 cfs 0.496 af Peak Elev=341.13' Inflow=2.74 cfs 0.203 afPond 29P: CB 212 Outflow=2.74 cfs 0.203 af Peak Elev=353.28' Inflow=4.01 cfs 0.304 afPond 30P: CBs 215/217 Outflow=4.01 cfs 0.304 af Peak Elev=349.58' Inflow=4.01 cfs 0.302 afPond 31P: CB 218 Outflow=4.01 cfs 0.302 af Peak Elev=347.20' Inflow=4.01 cfs 0.302 afPond 32P: DMH 56 12.0" Round Culvert n=0.013 L=181.0' S=0.0541 '/' Outflow=4.01 cfs 0.302 af Peak Elev=332.27' Inflow=6.34 cfs 1.375 afPond 33P: OCS 2 24.0" Round Culvert n=0.013 L=37.0' S=0.1351 '/' Outflow=6.34 cfs 1.375 af Peak Elev=407.08' Inflow=2.87 cfs 0.216 afPond 34P: WQU 8 Outflow=2.87 cfs 0.216 af Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 85HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Peak Elev=402.16' Inflow=2.85 cfs 0.213 afPond 37P: OCS 6 Outflow=2.85 cfs 0.213 af Peak Elev=412.54' Inflow=0.76 cfs 0.060 afPond 38P: WQU 7 Outflow=0.76 cfs 0.060 af Peak Elev=405.07' Inflow=1.73 cfs 0.131 afPond 40P: WQU 5 Outflow=1.73 cfs 0.131 af Peak Elev=405.65' Inflow=2.88 cfs 0.182 afPond 42P: WQU 6 Outflow=2.88 cfs 0.182 af Peak Elev=327.19' Storage=0.004 af Inflow=6.34 cfs 1.375 afPond 59P: Level Spreader 3 Outflow=6.34 cfs 1.373 af Peak Elev=309.75' Storage=0.005 af Inflow=9.97 cfs 1.409 afPond 60P: Level Spreader 2 Outflow=10.07 cfs 1.407 af Peak Elev=331.32' Inflow=2.52 cfs 0.208 afPond 61P: CB 210 12.0" Round Culvert n=0.013 L=23.0' S=0.0391 '/' Outflow=2.52 cfs 0.208 af Peak Elev=331.12' Inflow=2.12 cfs 0.166 afPond 62P: CB 209 12.0" Round Culvert n=0.013 L=12.0' S=0.0167 '/' Outflow=2.12 cfs 0.166 af Peak Elev=330.61' Inflow=4.64 cfs 0.375 afPond 63P: WQU 3 12.0" Round Culvert n=0.013 L=143.0' S=0.0189 '/' Outflow=4.64 cfs 0.375 af Peak Elev=325.65' Storage=0.003 af Inflow=4.64 cfs 0.375 afPond 64P: Level Spreader 2 Outflow=4.63 cfs 0.373 af Peak Elev=336.31' Storage=1,708 cf Inflow=9.56 cfs 0.689 afPond 65P: 12" Culverts 12.0" Round Culvert x 2.00 n=0.013 L=112.0' S=0.0268 '/' Outflow=6.83 cfs 0.689 af Total Runoff Area = 21.568 ac Runoff Volume = 10.788 af Average Runoff Depth = 6.00" 53.36% Pervious = 11.508 ac 46.64% Impervious = 10.060 ac Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 86HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1aS: Runoff = 7.48 cfs @ 12.08 hrs, Volume= 0.563 af, Depth= 6.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 19,620 74 >75% Grass cover, Good, HSG C * 11,338 98 Paved sidewalks, HSG C 15,085 98 Water Surface, HSG C 46,043 88 Weighted Average 19,620 42.61% Pervious Area 26,423 57.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 1bS: Runoff = 3.10 cfs @ 12.08 hrs, Volume= 0.257 af, Depth= 7.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 17,715 98 Paved parking, HSG C 17,715 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 1cS: Runoff = 2.30 cfs @ 12.08 hrs, Volume= 0.190 af, Depth= 7.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 13,118 98 Paved parking, HSG C 13,118 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 87HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1dS: Runoff = 2.14 cfs @ 12.08 hrs, Volume= 0.177 af, Depth= 7.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 12,238 98 Paved parking, HSG C 12,238 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 1eS: Runoff = 3.87 cfs @ 12.08 hrs, Volume= 0.320 af, Depth= 7.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 22,063 98 Paved parking, HSG C 22,063 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 1fS: Runoff = 3.87 cfs @ 12.08 hrs, Volume= 0.320 af, Depth= 7.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 22,075 98 Paved parking, HSG C 22,075 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 88HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 3.53 cfs @ 12.22 hrs, Volume= 0.340 af, Depth= 4.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 37,261 74 >75% Grass cover, Good, HSG C 37,261 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.1 75 0.0367 0.09 Sheet Flow, Grass: Bermuda n= 0.410 P2= 3.00" 1.8 196 0.0639 1.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 15.9 271 Total Summary for Subcatchment 2S: Runoff = 2.84 cfs @ 12.09 hrs, Volume= 0.203 af, Depth= 4.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 23,401 72 Woods/grass comb., Good, HSG C 23,401 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3aS: Runoff = 2.12 cfs @ 12.08 hrs, Volume= 0.166 af, Depth= 6.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 9,899 98 Paved parking, HSG C 2,548 72 Woods/grass comb., Good, HSG C 12,447 93 Weighted Average 2,548 20.47% Pervious Area 9,899 79.53% Impervious Area Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 89HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3bS: Runoff = 2.52 cfs @ 12.08 hrs, Volume= 0.208 af, Depth= 7.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 0 74 >75% Grass cover, Good, HSG C 14,365 98 Paved parking, HSG C 14,365 98 Weighted Average 14,365 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3cS: Runoff = 2.16 cfs @ 12.08 hrs, Volume= 0.164 af, Depth= 6.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 8,091 98 Paved parking, HSG C 5,051 74 >75% Grass cover, Good, HSG C 13,142 89 Weighted Average 5,051 38.43% Pervious Area 8,091 61.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3dS: Runoff = 2.50 cfs @ 12.08 hrs, Volume= 0.200 af, Depth= 7.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 90HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area (sf) CN Description 12,774 98 Paved parking, HSG C 1,700 74 >75% Grass cover, Good, HSG C 14,474 95 Weighted Average 1,700 11.75% Pervious Area 12,774 88.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3eS: Runoff = 2.52 cfs @ 12.08 hrs, Volume= 0.192 af, Depth= 6.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 10,397 98 Paved parking, HSG C 4,755 74 >75% Grass cover, Good, HSG C 15,152 90 Weighted Average 4,755 31.38% Pervious Area 10,397 68.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3fS: Runoff = 2.74 cfs @ 12.09 hrs, Volume= 0.203 af, Depth= 6.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 7,924 98 Paved parking, HSG C 9,666 74 >75% Grass cover, Good, HSG C 17,590 85 Weighted Average 9,666 54.95% Pervious Area 7,924 45.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 91HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 3gS: Runoff = 4.01 cfs @ 12.08 hrs, Volume= 0.304 af, Depth= 6.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 15,074 98 Paved parking, HSG C 9,324 74 >75% Grass cover, Good, HSG C 24,398 89 Weighted Average 9,324 38.22% Pervious Area 15,074 61.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3hS: Runoff = 4.01 cfs @ 12.08 hrs, Volume= 0.302 af, Depth= 6.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 12,325 98 Paved parking, HSG C 10,550 74 >75% Grass cover, Good, HSG C 1,838 98 Roofs, HSG C 24,713 88 Weighted Average 10,550 42.69% Pervious Area 14,163 57.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3iS: Runoff = 9.56 cfs @ 12.09 hrs, Volume= 0.689 af, Depth= 5.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 92HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area (sf) CN Description 53,423 70 Woods, Good, HSG C 9,648 98 Paved parking, HSG C 7,449 98 Roofs, HSG C 70,520 77 Weighted Average 53,423 75.76% Pervious Area 17,097 24.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3jS: Runoff = 3.01 cfs @ 12.09 hrs, Volume= 0.223 af, Depth= 5.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 11,224 74 >75% Grass cover, Good, HSG C 8,424 98 Water Surface, HSG C 19,648 84 Weighted Average 11,224 57.13% Pervious Area 8,424 42.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3S: Runoff = 13.06 cfs @ 12.09 hrs, Volume= 0.935 af, Depth= 4.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 107,746 72 Woods/grass comb., Good, HSG C 107,746 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 93HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Runoff = 0.57 cfs @ 12.09 hrs, Volume= 0.042 af, Depth= 6.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 1,939 74 >75% Grass cover, Good, HSG C 1,728 98 Paved roads w/curbs & sewers, HSG C 3,667 85 Weighted Average 1,939 52.88% Pervious Area 1,728 47.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 6aS: Runoff = 1.73 cfs @ 12.08 hrs, Volume= 0.131 af, Depth= 6.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 3,756 74 >75% Grass cover, Good, HSG C 1,130 98 Roofs, HSG C 5,653 98 Paved parking, HSG C 10,539 89 Weighted Average 3,756 35.64% Pervious Area 6,783 64.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 6S: Runoff = 0.33 cfs @ 12.08 hrs, Volume= 0.026 af, Depth= 7.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 249 74 >75% Grass cover, Good, HSG C 1,653 98 Paved parking, HSG C 1,902 95 Weighted Average 249 13.09% Pervious Area 1,653 86.91% Impervious Area Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 94HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 7aS: Runoff = 2.88 cfs @ 12.00 hrs, Volume= 0.182 af, Depth= 6.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 7,479 74 >75% Grass cover, Good, HSG C 6,113 98 Paved parking, HSG C 1,862 98 Roofs, HSG C 15,454 86 Weighted Average 7,479 48.40% Pervious Area 7,975 51.60% Impervious Area Summary for Subcatchment 7S: Runoff = 3.71 cfs @ 12.09 hrs, Volume= 0.271 af, Depth= 5.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 17,637 74 >75% Grass cover, Good, HSG C 6,412 98 Paved parking, HSG C 256 98 Roofs, HSG C 1,095 98 Paved parking, HSG C 25,400 81 Weighted Average 17,637 69.44% Pervious Area 7,763 30.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 8aS: Runoff = 0.76 cfs @ 12.08 hrs, Volume= 0.060 af, Depth= 7.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 95HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area (sf) CN Description 3,590 98 Paved parking, HSG C 825 74 >75% Grass cover, Good, HSG C 4,415 94 Weighted Average 825 18.69% Pervious Area 3,590 81.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 8S: Runoff = 12.63 cfs @ 12.09 hrs, Volume= 0.932 af, Depth= 5.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 48,145 74 >75% Grass cover, Good, HSG C 28,140 98 Paved parking, HSG C 6,010 98 Roofs, HSG C 82,295 84 Weighted Average 48,145 58.50% Pervious Area 34,150 41.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 9aS: Runoff = 2.87 cfs @ 12.08 hrs, Volume= 0.216 af, Depth= 6.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 7,115 74 >75% Grass cover, Good, HSG C 3,904 98 Paved parking, HSG C 3,747 98 Roofs, HSG C 2,903 98 Paved parking, HSG C 17,669 88 Weighted Average 7,115 40.27% Pervious Area 10,554 59.73% Impervious Area Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 96HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 9S: Runoff = 0.61 cfs @ 12.09 hrs, Volume= 0.044 af, Depth= 4.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 4,799 74 >75% Grass cover, Good, HSG C 4,799 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 10S: Runoff = 6.34 cfs @ 12.09 hrs, Volume= 0.471 af, Depth= 6.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Area (sf) CN Description 21,423 74 >75% Grass cover, Good, HSG C 13,658 98 Paved parking, HSG C 4,517 98 Roofs, HSG C 1,135 98 Paved parking, HSG C 40,733 85 Weighted Average 21,423 52.59% Pervious Area 19,310 47.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 11S: Runoff = 32.80 cfs @ 12.08 hrs, Volume= 2.455 af, Depth= 6.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=7.82" Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 97HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area (sf) CN Description 91,639 74 >75% Grass cover, Good, HSG C 65,897 98 Paved parking, HSG C 40,981 98 Roofs, HSG C 5,988 98 Paved parking, HSG C 204,505 87 Weighted Average 91,639 44.81% Pervious Area 112,866 55.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Reach 5R: Northwest Perimeter Inflow Area = 0.537 ac, 0.00% Impervious, Inflow Depth = 4.54" for 100-Year Event event Inflow = 2.84 cfs @ 12.09 hrs, Volume= 0.203 af Outflow = 2.84 cfs @ 12.09 hrs, Volume= 0.203 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Summary for Reach 6R: Western Design Point Inflow Area = 3.914 ac, 66.64% Impervious, Inflow Depth = 5.36" for 100-Year Event event Inflow = 13.60 cfs @ 12.22 hrs, Volume= 1.747 af Outflow = 13.60 cfs @ 12.22 hrs, Volume= 1.747 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Summary for Reach 10R: Northern Perimeter Inflow Area = 7.672 ac, 35.37% Impervious, Inflow Depth = 5.27" for 100-Year Event event Inflow = 29.87 cfs @ 12.10 hrs, Volume= 3.370 af Outflow = 29.87 cfs @ 12.10 hrs, Volume= 3.370 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Summary for Reach 11R: Easterrn Perimeter Inflow Area = 8.136 ac, 50.92% Impervious, Inflow Depth = 6.16" for 100-Year Event event Inflow = 54.32 cfs @ 12.09 hrs, Volume= 4.174 af Outflow = 54.32 cfs @ 12.09 hrs, Volume= 4.174 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 98HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Reach 12R: Roadway Inflow Area = 0.084 ac, 47.12% Impervious, Inflow Depth = 6.04" for 100-Year Event event Inflow = 0.57 cfs @ 12.09 hrs, Volume= 0.042 af Outflow = 0.57 cfs @ 12.09 hrs, Volume= 0.042 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Summary for Reach 13R: CB 143 Inflow Area = 0.286 ac, 67.81% Impervious, Inflow Depth = 6.62" for 100-Year Event event Inflow = 1.15 cfs @ 12.14 hrs, Volume= 0.158 af Outflow = 1.15 cfs @ 12.14 hrs, Volume= 0.158 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Summary for Reach 14R: CB 144 Inflow Area = 0.938 ac, 38.52% Impervious, Inflow Depth = 5.79" for 100-Year Event event Inflow = 5.57 cfs @ 12.08 hrs, Volume= 0.453 af Outflow = 5.57 cfs @ 12.08 hrs, Volume= 0.453 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Summary for Pond 2P: CB 201 Inflow Area = 0.301 ac,100.00% Impervious, Inflow Depth = 7.58" for 100-Year Event event Inflow = 2.30 cfs @ 12.08 hrs, Volume= 0.190 af Outflow = 2.30 cfs @ 12.08 hrs, Volume= 0.190 af, Atten= 0%, Lag= 0.0 min Primary = 2.30 cfs @ 12.08 hrs, Volume= 0.190 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 321.59' @ 12.08 hrs Flood Elev= 322.00' Device Routing Invert Outlet Devices #1 Primary 317.50'12.0" Round Culvert L= 14.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 317.50' / 317.10' S= 0.0286 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 321.50'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.26 cfs @ 12.08 hrs HW=321.59' TW=319.23' (Dynamic Tailwater) 1=Culvert (Passes 2.26 cfs of 4.58 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.26 cfs @ 1.45 fps) Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 99HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Pond 3P: Bioretention Basin Inflow Area = 3.059 ac, 85.28% Impervious, Inflow Depth = 7.17" for 100-Year Event event Inflow = 22.76 cfs @ 12.08 hrs, Volume= 1.828 af Outflow = 11.00 cfs @ 12.22 hrs, Volume= 1.828 af, Atten= 52%, Lag= 8.2 min Primary = 1.21 cfs @ 12.24 hrs, Volume= 1.216 af Secondary= 9.80 cfs @ 12.16 hrs, Volume= 0.613 af Tertiary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 317.20' @ 12.24 hrs Surf.Area= 18,312 sf Storage= 19,950 cf Flood Elev= 317.50' Surf.Area= 19,150 sf Storage= 25,662 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 63.3 min ( 817.5 - 754.2 ) Volume Invert Avail.Storage Storage Description #1 316.00' 35,580 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 316.00 15,085 0 0 317.00 17,776 16,431 16,431 318.00 20,523 19,150 35,580 Device Routing Invert Outlet Devices #1 Secondary 313.50'12.0" Round Culvert X 2.00 L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 313.50' / 313.00' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Primary 316.00'2.410 in/hr Exfiltration over Surface area above 222.00' Conductivity to Groundwater Elevation = 310.00' Excluded Surface area = 0 sf #3 Device 1 316.75'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads #4 Device 1 316.70'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads #5 Tertiary 317.50'20.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=1.21 cfs @ 12.24 hrs HW=317.19' TW=314.51' (Dynamic Tailwater) 2=Exfiltration ( Controls 1.21 cfs) Secondary OutFlow Max=9.88 cfs @ 12.16 hrs HW=317.16' TW=314.42' (Dynamic Tailwater) 1=Culvert (Inlet Controls 9.88 cfs @ 6.29 fps) 3=Orifice/Grate (Passes < 4.83 cfs potential flow) 4=Orifice/Grate (Passes < 5.11 cfs potential flow) Tertiary OutFlow Max=0.00 cfs @ 0.01 hrs HW=316.00' TW=0.00' (Dynamic Tailwater) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 100HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Pond 4P: WQU 1 Inflow Area = 0.913 ac,100.00% Impervious, Inflow Depth = 7.58" for 100-Year Event event Inflow = 6.97 cfs @ 12.08 hrs, Volume= 0.577 af Outflow = 6.97 cfs @ 12.08 hrs, Volume= 0.577 af, Atten= 0%, Lag= 0.0 min Primary = 6.97 cfs @ 12.08 hrs, Volume= 0.577 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 318.82' @ 12.08 hrs Flood Elev= 321.00' Device Routing Invert Outlet Devices #1 Primary 317.00'18.0" Round Culvert L= 39.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 317.00' / 316.00' S= 0.0256 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=6.86 cfs @ 12.08 hrs HW=318.79' TW=317.01' (Dynamic Tailwater) 1=Culvert (Inlet Controls 6.86 cfs @ 3.88 fps) Summary for Pond 5P: Bioretention Basin Inflow Area = 2.964 ac, 59.52% Impervious, Inflow Depth = 6.43" for 100-Year Event event Inflow = 20.97 cfs @ 12.08 hrs, Volume= 1.588 af Outflow = 6.55 cfs @ 12.39 hrs, Volume= 1.588 af, Atten= 69%, Lag= 18.6 min Primary = 0.67 cfs @ 12.39 hrs, Volume= 0.745 af Secondary= 5.89 cfs @ 12.39 hrs, Volume= 0.843 af Tertiary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 336.02' @ 12.39 hrs Surf.Area= 11,168 sf Storage= 19,717 cf Flood Elev= 336.50' Surf.Area= 11,868 sf Storage= 25,293 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 64.4 min ( 845.0 - 780.6 ) Volume Invert Avail.Storage Storage Description #1 334.00' 31,408 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 334.00 8,423 0 0 335.00 9,756 9,090 9,090 336.00 11,145 10,451 19,540 337.00 12,590 11,868 31,408 Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 101HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Secondary 331.50'12.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 331.50' / 331.00' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Primary 334.00'2.410 in/hr Exfiltration over Surface area above 222.00' Conductivity to Groundwater Elevation = 310.00' Excluded Surface area = 0 sf #3 Device 1 334.65'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads #4 Secondary 336.00'48.0" x 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Tertiary 336.50'20.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.67 cfs @ 12.39 hrs HW=336.02' TW=333.12' (Dynamic Tailwater) 2=Exfiltration ( Controls 0.67 cfs) Secondary OutFlow Max=5.88 cfs @ 12.39 hrs HW=336.02' TW=332.27' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.78 cfs @ 7.36 fps) 3=Orifice/Grate (Passes 5.78 cfs of 8.79 cfs potential flow) 4=Orifice/Grate (Weir Controls 0.10 cfs @ 0.41 fps) Tertiary OutFlow Max=0.00 cfs @ 0.01 hrs HW=334.00' TW=331.00' (Dynamic Tailwater) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 8P: Subsurface stone Bed Inflow Area = 3.059 ac, 85.28% Impervious, Inflow Depth = 4.77" for 100-Year Event event Inflow = 1.21 cfs @ 12.24 hrs, Volume= 1.216 af Outflow = 1.02 cfs @ 16.55 hrs, Volume= 1.216 af, Atten= 16%, Lag= 258.8 min Discarded = 0.19 cfs @ 16.55 hrs, Volume= 0.422 af Primary = 0.83 cfs @ 16.55 hrs, Volume= 0.797 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 314.97' @ 16.55 hrs Surf.Area= 18,512 sf Storage= 11,014 cf Flood Elev= 315.00' Surf.Area= 18,512 sf Storage= 11,107 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 205.6 min ( 1,057.1 - 851.5 ) Volume Invert Avail.Storage Storage Description #1 313.00' 14,810 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 313.00 18,512 0.0 0 0 314.00 18,512 40.0 7,405 7,405 316.00 18,512 20.0 7,405 14,810 Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 102HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 313.00'0.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 310.00' #2 Primary 313.50'6.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 313.50' / 313.40' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=0.19 cfs @ 16.55 hrs HW=314.97' (Free Discharge) 1=Exfiltration ( Controls 0.19 cfs) Primary OutFlow Max=0.83 cfs @ 16.55 hrs HW=314.97' TW=311.96' (Dynamic Tailwater) 2=Culvert (Inlet Controls 0.83 cfs @ 4.21 fps) Summary for Pond 9P: OCS 1 Inflow Area = 3.059 ac, 85.28% Impervious, Inflow Depth = 5.53" for 100-Year Event event Inflow = 9.97 cfs @ 12.21 hrs, Volume= 1.409 af Outflow = 9.97 cfs @ 12.21 hrs, Volume= 1.409 af, Atten= 0%, Lag= 0.0 min Primary = 9.97 cfs @ 12.21 hrs, Volume= 1.409 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 314.45' @ 12.21 hrs Flood Elev= 317.50' Device Routing Invert Outlet Devices #1 Primary 311.50'18.0" Round Culvert L= 42.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 311.50' / 310.00' S= 0.0357 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=9.96 cfs @ 12.21 hrs HW=314.45' TW=309.75' (Dynamic Tailwater) 1=Culvert (Inlet Controls 9.96 cfs @ 5.64 fps) Summary for Pond 11P: Subsurface 3 Inflow Area = 0.101 ac, 81.31% Impervious, Inflow Depth = 7.10" for 100-Year Event event Inflow = 0.76 cfs @ 12.08 hrs, Volume= 0.060 af Outflow = 0.76 cfs @ 12.08 hrs, Volume= 0.060 af, Atten= 0%, Lag= 0.0 min Primary = 0.76 cfs @ 12.08 hrs, Volume= 0.060 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 407.96' @ 12.08 hrs Surf.Area= 101 sf Storage= 174 cf Flood Elev= 410.50' Surf.Area= 101 sf Storage= 184 cf Plug-Flow detention time= 20.7 min calculated for 0.060 af (99% of inflow) Center-of-Mass det. time= 15.1 min ( 777.0 - 761.9 ) Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 103HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1A 405.00' 93 cf 5.92'W x 17.00'L x 3.21'H Field A 323 cf Overall - 91 cf Embedded = 232 cf x 40.0% Voids #2A 405.50' 91 cf Cultec R-280 x 2 Inside #1 Effective Size= 46.9"W x 26.0"H => 6.07 sf x 7.00'L = 42.5 cf Overall Size= 47.0"W x 26.5"H x 8.00'L with 1.00' Overlap Row Length Adjustment= +1.00' x 6.07 sf x 1 rows 184 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 405.50'12.0" Round Culvert L= 4.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 405.50' / 405.40' S= 0.0250 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 405.50'1.7" Vert. Orifice/Grate C= 0.600 #3 Device 1 407.80'12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.75 cfs @ 12.08 hrs HW=407.96' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.75 cfs of 4.17 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.12 cfs @ 7.44 fps) 3=Orifice/Grate (Weir Controls 0.63 cfs @ 1.29 fps) Summary for Pond 12P: Subsurface 4 Inflow Area = 0.406 ac, 59.73% Impervious, Inflow Depth = 6.39" for 100-Year Event event Inflow = 2.87 cfs @ 12.08 hrs, Volume= 0.216 af Outflow = 2.85 cfs @ 12.16 hrs, Volume= 0.213 af, Atten= 1%, Lag= 4.5 min Primary = 2.85 cfs @ 12.16 hrs, Volume= 0.213 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 406.76' @ 12.16 hrs Surf.Area= 608 sf Storage= 1,378 cf Flood Elev= 406.00' Surf.Area= 608 sf Storage= 1,378 cf Plug-Flow detention time= 28.2 min calculated for 0.213 af (99% of inflow) Center-of-Mass det. time= 19.7 min ( 802.5 - 782.8 ) Volume Invert Avail.Storage Storage Description #1A 400.00' 568 cf 12.50'W x 48.67'L x 3.67'H Field A 2,231 cf Overall - 810 cf Embedded = 1,421 cf x 40.0% Voids #2A 400.50' 810 cf Cultec R-V8HD x 14 Inside #1 Effective Size= 55.2"W x 32.0"H => 8.68 sf x 7.50'L = 65.1 cf Overall Size= 60.0"W x 32.0"H x 8.00'L with 0.50' Overlap Row Length Adjustment= -5.83' x 8.68 sf x 2 rows 1,378 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 400.50'8.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 400.50' / 399.00' S= 0.0750 '/' Cc= 0.900 Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 104HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=2.84 cfs @ 12.16 hrs HW=406.72' TW=402.16' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.84 cfs @ 8.12 fps) Summary for Pond 13P: Subsurface stone Bed Inflow Area = 2.964 ac, 59.52% Impervious, Inflow Depth = 3.02" for 100-Year Event event Inflow = 0.67 cfs @ 12.39 hrs, Volume= 0.745 af Outflow = 0.59 cfs @ 13.06 hrs, Volume= 0.745 af, Atten= 11%, Lag= 39.8 min Discarded = 0.10 cfs @ 13.06 hrs, Volume= 0.213 af Primary = 0.50 cfs @ 13.06 hrs, Volume= 0.532 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 333.19' @ 13.06 hrs Surf.Area= 9,756 sf Storage= 4,278 cf Flood Elev= 335.00' Surf.Area= 9,756 sf Storage= 7,805 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 146.9 min ( 1,076.9 - 930.0 ) Volume Invert Avail.Storage Storage Description #1 332.00' 7,805 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 332.00 9,756 0.0 0 0 333.00 9,756 40.0 3,902 3,902 335.00 9,756 20.0 3,902 7,805 Device Routing Invert Outlet Devices #1 Discarded 332.00'0.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 330.00' #2 Primary 332.50'6.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 332.50' / 332.40' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=0.10 cfs @ 13.06 hrs HW=333.19' (Free Discharge) 1=Exfiltration ( Controls 0.10 cfs) Primary OutFlow Max=0.50 cfs @ 13.06 hrs HW=333.19' TW=332.19' (Dynamic Tailwater) 2=Culvert (Inlet Controls 0.50 cfs @ 2.53 fps) Summary for Pond 14P: CB 211 Inflow Area = 0.302 ac, 61.57% Impervious, Inflow Depth = 6.51" for 100-Year Event event Inflow = 2.16 cfs @ 12.08 hrs, Volume= 0.164 af Outflow = 2.16 cfs @ 12.08 hrs, Volume= 0.164 af, Atten= 0%, Lag= 0.0 min Primary = 2.16 cfs @ 12.08 hrs, Volume= 0.164 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 105HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Peak Elev= 339.78' @ 12.08 hrs Flood Elev= 340.20' Device Routing Invert Outlet Devices #1 Primary 335.80'12.0" Round Culvert L= 47.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 335.80' / 335.30' S= 0.0106 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 339.70'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.12 cfs @ 12.08 hrs HW=339.78' TW=339.07' (Dynamic Tailwater) 1=Culvert (Passes 2.12 cfs of 2.51 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.12 cfs @ 1.36 fps) Summary for Pond 15P: Subsurface 1 Inflow Area = 0.242 ac, 64.36% Impervious, Inflow Depth = 6.51" for 100-Year Event event Inflow = 1.73 cfs @ 12.08 hrs, Volume= 0.131 af Outflow = 0.92 cfs @ 12.22 hrs, Volume= 0.131 af, Atten= 47%, Lag= 8.0 min Primary = 0.92 cfs @ 12.22 hrs, Volume= 0.131 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 401.20' @ 12.22 hrs Surf.Area= 741 sf Storage= 1,143 cf Flood Elev= 405.00' Surf.Area= 741 sf Storage= 1,699 cf Plug-Flow detention time= 21.7 min calculated for 0.131 af (100% of inflow) Center-of-Mass det. time= 21.7 min ( 801.5 - 779.8 ) Volume Invert Avail.Storage Storage Description #1A 399.00' 679 cf 18.00'W x 41.17'L x 3.67'H Field A 2,717 cf Overall - 1,020 cf Embedded = 1,698 cf x 40.0% Voids #2A 399.50' 1,020 cf Cultec R-V8HD x 18 Inside #1 Effective Size= 55.2"W x 32.0"H => 8.68 sf x 7.50'L = 65.1 cf Overall Size= 60.0"W x 32.0"H x 8.00'L with 0.50' Overlap Row Length Adjustment= -5.83' x 8.68 sf x 3 rows 1,699 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 398.92'12.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 398.92' / 398.82' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf #2 Device 1 398.92'2.5" Vert. Orifice/Grate C= 0.600 #3 Device 1 399.92'5.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 401.92'12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 106HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Primary OutFlow Max=0.92 cfs @ 12.22 hrs HW=401.20' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.92 cfs of 3.98 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.24 cfs @ 7.10 fps) 3=Orifice/Grate (Orifice Controls 0.68 cfs @ 4.98 fps) 4=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 16P: Subsurface 2 Inflow Area = 0.355 ac, 51.60% Impervious, Inflow Depth = 6.16" for 100-Year Event event Inflow = 2.88 cfs @ 12.00 hrs, Volume= 0.182 af Outflow = 1.86 cfs @ 12.08 hrs, Volume= 0.182 af, Atten= 35%, Lag= 4.5 min Primary = 1.86 cfs @ 12.08 hrs, Volume= 0.182 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 401.07' @ 12.08 hrs Surf.Area= 876 sf Storage= 1,805 cf Flood Elev= 403.00' Surf.Area= 1,297 sf Storage= 2,153 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 26.3 min ( 809.3 - 783.0 ) Volume Invert Avail.Storage Storage Description #1A 398.00' 799 cf 18.00'W x 48.67'L x 3.67'H Field A 3,212 cf Overall - 1,215 cf Embedded = 1,997 cf x 40.0% Voids #2A 398.50' 1,215 cf Cultec R-V8HD x 21 Inside #1 Effective Size= 55.2"W x 32.0"H => 8.68 sf x 7.50'L = 65.1 cf Overall Size= 60.0"W x 32.0"H x 8.00'L with 0.50' Overlap Row Length Adjustment= -5.83' x 8.68 sf x 3 rows #3 402.17' 505 cf 12.50'W x 33.67'L x 3.00'H Prismatoid 1,263 cf Overall x 40.0% Voids 2,519 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 397.86'12.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 397.86' / 397.00' S= 0.0860 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 397.86'2.5" Vert. Orifice/Grate C= 0.600 #3 Device 1 398.86'4.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 400.86'12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.73 cfs @ 12.08 hrs HW=401.05' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 1.73 cfs of 4.90 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.29 cfs @ 8.46 fps) 3=Orifice/Grate (Orifice Controls 0.60 cfs @ 6.85 fps) 4=Orifice/Grate (Weir Controls 0.85 cfs @ 1.42 fps) Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 107HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Pond 17P: CB 205/206 Inflow Area = 0.507 ac,100.00% Impervious, Inflow Depth = 7.58" for 100-Year Event event Inflow = 3.87 cfs @ 12.08 hrs, Volume= 0.320 af Outflow = 3.87 cfs @ 12.08 hrs, Volume= 0.320 af, Atten= 0%, Lag= 0.0 min Primary = 3.87 cfs @ 12.08 hrs, Volume= 0.320 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 324.35' @ 12.08 hrs Flood Elev= 324.80' Device Routing Invert Outlet Devices #1 Device 2 324.30'2.5" x 2.5" Horiz. Orifice/Grate X 12.00 columns X 12 rows C= 0.600 Limited to weir flow at low heads #2 Primary 320.30'12.0" Round Culvert X 2.00 L= 51.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 320.30' / 319.50' S= 0.0157 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.81 cfs @ 12.08 hrs HW=324.35' TW=320.53' (Dynamic Tailwater) 2=Culvert (Passes 3.81 cfs of 11.24 cfs potential flow) 1=Orifice/Grate (Weir Controls 3.81 cfs @ 0.70 fps) Summary for Pond 18P: DMH 51 Inflow Area = 0.507 ac,100.00% Impervious, Inflow Depth = 7.58" for 100-Year Event event Inflow = 3.87 cfs @ 12.08 hrs, Volume= 0.320 af Outflow = 3.87 cfs @ 12.08 hrs, Volume= 0.320 af, Atten= 0%, Lag= 0.0 min Primary = 3.87 cfs @ 12.08 hrs, Volume= 0.320 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 320.59' @ 12.10 hrs Flood Elev= 323.40' Device Routing Invert Outlet Devices #1 Primary 319.40'18.0" Round Culvert L= 77.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 319.40' / 317.70' S= 0.0221 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=3.35 cfs @ 12.08 hrs HW=320.53' TW=320.01' (Dynamic Tailwater) 1=Culvert (Outlet Controls 3.35 cfs @ 3.25 fps) Summary for Pond 19P: CB 204 Inflow Area = 0.281 ac,100.00% Impervious, Inflow Depth = 7.58" for 100-Year Event event Inflow = 2.14 cfs @ 12.08 hrs, Volume= 0.177 af Outflow = 2.14 cfs @ 12.08 hrs, Volume= 0.177 af, Atten= 0%, Lag= 0.0 min Primary = 2.14 cfs @ 12.08 hrs, Volume= 0.177 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 108HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Peak Elev= 322.58' @ 12.08 hrs Flood Elev= 323.00' Device Routing Invert Outlet Devices #1 Primary 318.50'12.0" Round Culvert L= 54.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 318.50' / 317.80' S= 0.0130 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 322.50'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.11 cfs @ 12.08 hrs HW=322.58' TW=320.01' (Dynamic Tailwater) 1=Culvert (Passes 2.11 cfs of 4.79 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.11 cfs @ 1.35 fps) Summary for Pond 20P: DMH 50 Inflow Area = 0.788 ac,100.00% Impervious, Inflow Depth = 7.58" for 100-Year Event event Inflow = 6.01 cfs @ 12.08 hrs, Volume= 0.498 af Outflow = 6.01 cfs @ 12.08 hrs, Volume= 0.498 af, Atten= 0%, Lag= 0.0 min Primary = 6.01 cfs @ 12.08 hrs, Volume= 0.498 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 320.08' @ 12.08 hrs Flood Elev= 322.50' Device Routing Invert Outlet Devices #1 Primary 317.70'18.0" Round Culvert L= 39.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 317.70' / 317.10' S= 0.0154 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=5.92 cfs @ 12.08 hrs HW=320.01' TW=319.23' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.92 cfs @ 3.35 fps) Summary for Pond 21P: WQU 2 Inflow Area = 1.089 ac,100.00% Impervious, Inflow Depth = 7.58" for 100-Year Event event Inflow = 8.31 cfs @ 12.08 hrs, Volume= 0.688 af Outflow = 8.31 cfs @ 12.08 hrs, Volume= 0.688 af, Atten= 0%, Lag= 0.0 min Primary = 8.31 cfs @ 12.08 hrs, Volume= 0.688 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 319.28' @ 12.08 hrs Flood Elev= 322.00' Device Routing Invert Outlet Devices #1 Primary 317.00'18.0" Round Culvert L= 41.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 317.00' / 316.00' S= 0.0244 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 109HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Primary OutFlow Max=8.18 cfs @ 12.08 hrs HW=319.23' TW=317.01' (Dynamic Tailwater) 1=Culvert (Inlet Controls 8.18 cfs @ 4.63 fps) Summary for Pond 22P: CB 202 Inflow Area = 0.506 ac,100.00% Impervious, Inflow Depth = 7.58" for 100-Year Event event Inflow = 3.87 cfs @ 12.08 hrs, Volume= 0.320 af Outflow = 3.87 cfs @ 12.08 hrs, Volume= 0.320 af, Atten= 0%, Lag= 0.0 min Primary = 3.87 cfs @ 12.08 hrs, Volume= 0.320 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 322.76' @ 12.08 hrs Flood Elev= 323.00' Device Routing Invert Outlet Devices #1 Primary 318.50'12.0" Round Culvert L= 88.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 318.50' / 317.10' S= 0.0159 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 322.50'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=3.81 cfs @ 12.08 hrs HW=322.76' TW=318.79' (Dynamic Tailwater) 1=Culvert (Passes 3.81 cfs of 5.79 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.81 cfs @ 2.44 fps) Summary for Pond 23P: CB 200 Inflow Area = 0.407 ac,100.00% Impervious, Inflow Depth = 7.58" for 100-Year Event event Inflow = 3.10 cfs @ 12.08 hrs, Volume= 0.257 af Outflow = 3.10 cfs @ 12.08 hrs, Volume= 0.257 af, Atten= 0%, Lag= 0.0 min Primary = 3.10 cfs @ 12.08 hrs, Volume= 0.257 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 321.67' @ 12.08 hrs Flood Elev= 322.00' Device Routing Invert Outlet Devices #1 Primary 317.50'12.0" Round Culvert L= 12.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 317.50' / 317.00' S= 0.0417 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 321.50'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=3.06 cfs @ 12.08 hrs HW=321.66' TW=318.79' (Dynamic Tailwater) 1=Culvert (Passes 3.06 cfs of 5.06 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.06 cfs @ 1.96 fps) Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 110HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Pond 24P: DMH54 Inflow Area = 1.613 ac, 59.03% Impervious, Inflow Depth = 6.42" for 100-Year Event event Inflow = 11.43 cfs @ 12.08 hrs, Volume= 0.863 af Outflow = 11.43 cfs @ 12.08 hrs, Volume= 0.863 af, Atten= 0%, Lag= 0.0 min Primary = 11.43 cfs @ 12.08 hrs, Volume= 0.863 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 339.17' @ 12.08 hrs Flood Elev= 341.20' Device Routing Invert Outlet Devices #1 Primary 335.20'24.0" Round Culvert L= 9.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 335.20' / 335.10' S= 0.0111 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=11.25 cfs @ 12.08 hrs HW=339.07' TW=338.19' (Dynamic Tailwater) 1=Culvert (Inlet Controls 11.25 cfs @ 3.58 fps) Summary for Pond 25P: WQU 4 Inflow Area = 2.513 ac, 62.50% Impervious, Inflow Depth = 6.52" for 100-Year Event event Inflow = 17.95 cfs @ 12.08 hrs, Volume= 1.365 af Outflow = 17.95 cfs @ 12.08 hrs, Volume= 1.365 af, Atten= 0%, Lag= 0.0 min Primary = 17.95 cfs @ 12.08 hrs, Volume= 1.365 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 338.25' @ 12.08 hrs Flood Elev= 341.00' Device Routing Invert Outlet Devices #1 Primary 335.00'24.0" Round Culvert L= 22.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 335.00' / 334.00' S= 0.0455 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=17.66 cfs @ 12.08 hrs HW=338.19' TW=335.46' (Dynamic Tailwater) 1=Culvert (Inlet Controls 17.66 cfs @ 5.62 fps) Summary for Pond 26P: CB 213 Inflow Area = 0.332 ac, 88.25% Impervious, Inflow Depth = 7.22" for 100-Year Event event Inflow = 2.50 cfs @ 12.08 hrs, Volume= 0.200 af Outflow = 2.50 cfs @ 12.08 hrs, Volume= 0.200 af, Atten= 0%, Lag= 0.0 min Primary = 2.50 cfs @ 12.08 hrs, Volume= 0.200 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 341.51' @ 12.08 hrs Flood Elev= 341.90' Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 111HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 337.40'12.0" Round Culvert L= 13.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 337.40' / 337.20' S= 0.0154 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 341.40'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.46 cfs @ 12.08 hrs HW=341.51' TW=338.19' (Dynamic Tailwater) 1=Culvert (Passes 2.46 cfs of 5.44 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.46 cfs @ 1.58 fps) Summary for Pond 27P: CB 214 Inflow Area = 0.348 ac, 68.62% Impervious, Inflow Depth = 6.63" for 100-Year Event event Inflow = 2.52 cfs @ 12.08 hrs, Volume= 0.192 af Outflow = 2.52 cfs @ 12.08 hrs, Volume= 0.192 af, Atten= 0%, Lag= 0.0 min Primary = 2.52 cfs @ 12.08 hrs, Volume= 0.192 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 346.51' @ 12.08 hrs Flood Elev= 346.90' Device Routing Invert Outlet Devices #1 Primary 342.40'12.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 342.40' / 342.10' S= 0.0600 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 346.40'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.48 cfs @ 12.08 hrs HW=346.51' TW=343.66' (Dynamic Tailwater) 1=Culvert (Passes 2.48 cfs of 5.04 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.48 cfs @ 1.58 fps) Summary for Pond 28P: DMH 55 Inflow Area = 0.908 ac, 64.40% Impervious, Inflow Depth = 6.56" for 100-Year Event event Inflow = 6.52 cfs @ 12.08 hrs, Volume= 0.496 af Outflow = 6.52 cfs @ 12.08 hrs, Volume= 0.496 af, Atten= 0%, Lag= 0.0 min Primary = 6.52 cfs @ 12.08 hrs, Volume= 0.496 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 343.69' @ 12.08 hrs Flood Elev= 346.00' Device Routing Invert Outlet Devices #1 Primary 342.00'18.0" Round Culvert L= 65.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 342.00' / 335.30' S= 0.1031 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 112HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Primary OutFlow Max=6.42 cfs @ 12.08 hrs HW=343.66' TW=339.07' (Dynamic Tailwater) 1=Culvert (Inlet Controls 6.42 cfs @ 3.63 fps) Summary for Pond 29P: CB 212 Inflow Area = 0.404 ac, 45.05% Impervious, Inflow Depth = 6.04" for 100-Year Event event Inflow = 2.74 cfs @ 12.09 hrs, Volume= 0.203 af Outflow = 2.74 cfs @ 12.09 hrs, Volume= 0.203 af, Atten= 0%, Lag= 0.0 min Primary = 2.74 cfs @ 12.09 hrs, Volume= 0.203 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 341.13' @ 12.09 hrs Flood Elev= 341.50' Device Routing Invert Outlet Devices #1 Primary 337.00'12.0" Round Culvert L= 43.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 337.00' / 335.30' S= 0.0395 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 341.00'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.70 cfs @ 12.09 hrs HW=341.13' TW=339.07' (Dynamic Tailwater) 1=Culvert (Passes 2.70 cfs of 4.28 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.70 cfs @ 1.73 fps) Summary for Pond 30P: CBs 215/217 Inflow Area = 0.560 ac, 61.78% Impervious, Inflow Depth = 6.51" for 100-Year Event event Inflow = 4.01 cfs @ 12.08 hrs, Volume= 0.304 af Outflow = 4.01 cfs @ 12.08 hrs, Volume= 0.304 af, Atten= 0%, Lag= 0.0 min Primary = 4.01 cfs @ 12.08 hrs, Volume= 0.304 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 353.28' @ 12.08 hrs Flood Elev= 353.50' Device Routing Invert Outlet Devices #1 Primary 349.00'12.0" Round Culvert L= 86.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 349.00' / 342.50' S= 0.0756 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 353.00'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=3.94 cfs @ 12.08 hrs HW=353.27' TW=343.66' (Dynamic Tailwater) 1=Culvert (Passes 3.94 cfs of 5.80 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.94 cfs @ 2.52 fps) Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 113HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Pond 31P: CB 218 Inflow Area = 0.567 ac, 57.31% Impervious, Inflow Depth = 6.39" for 100-Year Event event Inflow = 4.01 cfs @ 12.08 hrs, Volume= 0.302 af Outflow = 4.01 cfs @ 12.08 hrs, Volume= 0.302 af, Atten= 0%, Lag= 0.0 min Primary = 4.01 cfs @ 12.08 hrs, Volume= 0.302 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 349.58' @ 12.08 hrs Flood Elev= 349.80' Device Routing Invert Outlet Devices #1 Primary 345.30'12.0" Round Culvert L= 36.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 345.30' / 344.90' S= 0.0111 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 349.30'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=3.95 cfs @ 12.08 hrs HW=349.58' TW=347.15' (Dynamic Tailwater) 1=Culvert (Passes 3.95 cfs of 4.65 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.95 cfs @ 2.53 fps) Summary for Pond 32P: DMH 56 Inflow Area = 0.567 ac, 57.31% Impervious, Inflow Depth = 6.39" for 100-Year Event event Inflow = 4.01 cfs @ 12.08 hrs, Volume= 0.302 af Outflow = 4.01 cfs @ 12.08 hrs, Volume= 0.302 af, Atten= 0%, Lag= 0.0 min Primary = 4.01 cfs @ 12.08 hrs, Volume= 0.302 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 347.20' @ 12.08 hrs Flood Elev= 349.30' Device Routing Invert Outlet Devices #1 Primary 344.90'12.0" Round Culvert L= 181.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 344.90' / 335.10' S= 0.0541 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.95 cfs @ 12.08 hrs HW=347.15' TW=338.19' (Dynamic Tailwater) 1=Culvert (Inlet Controls 3.95 cfs @ 5.03 fps) Summary for Pond 33P: OCS 2 Inflow Area = 2.964 ac, 59.52% Impervious, Inflow Depth = 5.57" for 100-Year Event event Inflow = 6.34 cfs @ 12.40 hrs, Volume= 1.375 af Outflow = 6.34 cfs @ 12.40 hrs, Volume= 1.375 af, Atten= 0%, Lag= 0.0 min Primary = 6.34 cfs @ 12.40 hrs, Volume= 1.375 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 114HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Peak Elev= 332.27' @ 12.40 hrs Flood Elev= 336.50' Device Routing Invert Outlet Devices #1 Primary 331.00'24.0" Round Culvert L= 37.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 331.00' / 326.00' S= 0.1351 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=6.34 cfs @ 12.40 hrs HW=332.27' TW=327.19' (Dynamic Tailwater) 1=Culvert (Inlet Controls 6.34 cfs @ 3.02 fps) Summary for Pond 34P: WQU 8 Inflow Area = 0.406 ac, 59.73% Impervious, Inflow Depth = 6.39" for 100-Year Event event Inflow = 2.87 cfs @ 12.08 hrs, Volume= 0.216 af Outflow = 2.87 cfs @ 12.08 hrs, Volume= 0.216 af, Atten= 0%, Lag= 0.0 min Primary = 2.87 cfs @ 12.08 hrs, Volume= 0.216 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 407.08' @ 12.16 hrs Flood Elev= 405.50' Device Routing Invert Outlet Devices #1 Primary 401.00'12.0" Round Culvert L= 7.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 401.00' / 400.50' S= 0.0714 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 405.00'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.82 cfs @ 12.08 hrs HW=405.14' TW=402.89' (Dynamic Tailwater) 1=Culvert (Passes 2.82 cfs of 4.48 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.82 cfs @ 1.81 fps) Summary for Pond 37P: OCS 6 Inflow Area = 0.406 ac, 59.73% Impervious, Inflow Depth = 6.31" for 100-Year Event event Inflow = 2.85 cfs @ 12.16 hrs, Volume= 0.213 af Outflow = 2.85 cfs @ 12.16 hrs, Volume= 0.213 af, Atten= 0%, Lag= 0.0 min Primary = 2.85 cfs @ 12.16 hrs, Volume= 0.213 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 402.16' @ 12.16 hrs Flood Elev= 405.50' Device Routing Invert Outlet Devices #1 Primary 398.90'12.0" Round Culvert L= 26.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 398.90' / 397.92' S= 0.0377 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 398.90'2.0" Vert. Orifice/Grate C= 0.600 Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 115HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC #3 Device 1 400.00'6.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 401.90'12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.83 cfs @ 12.16 hrs HW=402.16' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 2.83 cfs of 4.96 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.19 cfs @ 8.58 fps) 3=Orifice/Grate (Orifice Controls 1.31 cfs @ 6.65 fps) 4=Orifice/Grate (Weir Controls 1.34 cfs @ 1.66 fps) Summary for Pond 38P: WQU 7 Inflow Area = 0.101 ac, 81.31% Impervious, Inflow Depth = 7.10" for 100-Year Event event Inflow = 0.76 cfs @ 12.08 hrs, Volume= 0.060 af Outflow = 0.76 cfs @ 12.08 hrs, Volume= 0.060 af, Atten= 0%, Lag= 0.0 min Primary = 0.76 cfs @ 12.08 hrs, Volume= 0.060 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 412.54' @ 12.08 hrs Flood Elev= 413.00' Device Routing Invert Outlet Devices #1 Primary 406.50'12.0" Round Culvert L= 17.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 406.50' / 405.50' S= 0.0588 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 412.50'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.75 cfs @ 12.08 hrs HW=412.54' TW=407.96' (Dynamic Tailwater) 1=Culvert (Passes 0.75 cfs of 6.39 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.75 cfs @ 0.64 fps) Summary for Pond 40P: WQU 5 Inflow Area = 0.242 ac, 64.36% Impervious, Inflow Depth = 6.51" for 100-Year Event event Inflow = 1.73 cfs @ 12.08 hrs, Volume= 0.131 af Outflow = 1.73 cfs @ 12.08 hrs, Volume= 0.131 af, Atten= 0%, Lag= 0.0 min Primary = 1.73 cfs @ 12.08 hrs, Volume= 0.131 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 405.07' @ 12.08 hrs Flood Elev= 405.50' Device Routing Invert Outlet Devices #1 Primary 401.00'12.0" Round Culvert L= 32.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 401.00' / 399.50' S= 0.0469 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 405.00'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 116HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Primary OutFlow Max=1.70 cfs @ 12.08 hrs HW=405.07' TW=400.79' (Dynamic Tailwater) 1=Culvert (Passes 1.70 cfs of 5.64 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.70 cfs @ 0.85 fps) Summary for Pond 42P: WQU 6 Inflow Area = 0.355 ac, 51.60% Impervious, Inflow Depth = 6.16" for 100-Year Event event Inflow = 2.88 cfs @ 12.00 hrs, Volume= 0.182 af Outflow = 2.88 cfs @ 12.00 hrs, Volume= 0.182 af, Atten= 0%, Lag= 0.0 min Primary = 2.88 cfs @ 12.00 hrs, Volume= 0.182 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 405.65' @ 12.00 hrs Flood Elev= 406.00' Device Routing Invert Outlet Devices #1 Primary 400.50'12.0" Round Culvert L= 64.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 400.50' / 398.50' S= 0.0313 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 405.50'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.82 cfs @ 12.00 hrs HW=405.64' TW=400.41' (Dynamic Tailwater) 1=Culvert (Passes 2.82 cfs of 6.43 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.82 cfs @ 1.80 fps) Summary for Pond 59P: Level Spreader 3 Inflow Area = 2.964 ac, 59.52% Impervious, Inflow Depth = 5.57" for 100-Year Event event Inflow = 6.34 cfs @ 12.40 hrs, Volume= 1.375 af Outflow = 6.34 cfs @ 12.40 hrs, Volume= 1.373 af, Atten= 0%, Lag= 0.2 min Primary = 6.34 cfs @ 12.40 hrs, Volume= 1.373 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 327.19' @ 12.40 hrs Surf.Area= 0.011 ac Storage= 0.004 af Plug-Flow detention time= 1.8 min calculated for 1.372 af (100% of inflow) Center-of-Mass det. time= 0.8 min ( 876.7 - 875.9 ) Volume Invert Avail.Storage Storage Description #1 326.50' 0.005 af 1.00'W x 30.00'L x 0.75'H Prismatoid Z=8.0 Device Routing Invert Outlet Devices #1 Primary 327.00'30.0' long x 1.5' 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 Coef. (English) 2.62 2.64 2.64 2.68 2.75 2.86 2.92 3.07 3.07 3.03 3.28 3.32 Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 117HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Primary OutFlow Max=6.34 cfs @ 12.40 hrs HW=327.19' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 6.34 cfs @ 1.13 fps) Summary for Pond 60P: Level Spreader 2 Inflow Area = 3.059 ac, 85.28% Impervious, Inflow Depth = 5.53" for 100-Year Event event Inflow = 9.97 cfs @ 12.21 hrs, Volume= 1.409 af Outflow = 10.07 cfs @ 12.22 hrs, Volume= 1.407 af, Atten= 0%, Lag= 0.3 min Primary = 10.07 cfs @ 12.22 hrs, Volume= 1.407 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 309.75' @ 12.22 hrs Surf.Area= 0.013 ac Storage= 0.005 af Plug-Flow detention time= 1.8 min calculated for 1.407 af (100% of inflow) Center-of-Mass det. time= 0.8 min ( 907.4 - 906.6 ) Volume Invert Avail.Storage Storage Description #1 309.00' 0.005 af 1.00'W x 30.00'L x 0.75'H Prismatoid Z=8.0 Device Routing Invert Outlet Devices #1 Primary 309.50'30.0' long x 1.5' 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 Coef. (English) 2.62 2.64 2.64 2.68 2.75 2.86 2.92 3.07 3.07 3.03 3.28 3.32 Primary OutFlow Max=10.06 cfs @ 12.22 hrs HW=309.75' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 10.06 cfs @ 1.32 fps) Summary for Pond 61P: CB 210 Inflow Area = 0.330 ac,100.00% Impervious, Inflow Depth = 7.58" for 100-Year Event event Inflow = 2.52 cfs @ 12.08 hrs, Volume= 0.208 af Outflow = 2.52 cfs @ 12.08 hrs, Volume= 0.208 af, Atten= 0%, Lag= 0.0 min Primary = 2.52 cfs @ 12.08 hrs, Volume= 0.208 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 331.32' @ 12.08 hrs Flood Elev= 333.20' Device Routing Invert Outlet Devices #1 Primary 328.70'12.0" Round Culvert L= 23.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 328.70' / 327.80' S= 0.0391 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.48 cfs @ 12.08 hrs HW=331.23' TW=330.54' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.48 cfs @ 3.15 fps) Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 118HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Pond 62P: CB 209 Inflow Area = 0.286 ac, 79.53% Impervious, Inflow Depth = 6.98" for 100-Year Event event Inflow = 2.12 cfs @ 12.08 hrs, Volume= 0.166 af Outflow = 2.12 cfs @ 12.08 hrs, Volume= 0.166 af, Atten= 0%, Lag= 0.0 min Primary = 2.12 cfs @ 12.08 hrs, Volume= 0.166 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 331.12' @ 12.08 hrs Flood Elev= 332.50' Device Routing Invert Outlet Devices #1 Primary 328.00'12.0" Round Culvert L= 12.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 328.00' / 327.80' S= 0.0167 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.09 cfs @ 12.08 hrs HW=331.03' TW=330.54' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.09 cfs @ 2.66 fps) Summary for Pond 63P: WQU 3 Inflow Area = 0.616 ac, 90.50% Impervious, Inflow Depth = 7.30" for 100-Year Event event Inflow = 4.64 cfs @ 12.08 hrs, Volume= 0.375 af Outflow = 4.64 cfs @ 12.08 hrs, Volume= 0.375 af, Atten= 0%, Lag= 0.0 min Primary = 4.64 cfs @ 12.08 hrs, Volume= 0.375 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 330.61' @ 12.08 hrs Flood Elev= 332.50' Device Routing Invert Outlet Devices #1 Primary 327.70'12.0" Round Culvert L= 143.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 327.70' / 325.00' S= 0.0189 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=4.57 cfs @ 12.08 hrs HW=330.54' TW=325.65' (Dynamic Tailwater) 1=Culvert (Inlet Controls 4.57 cfs @ 5.82 fps) Summary for Pond 64P: Level Spreader 2 Inflow Area = 0.616 ac, 90.50% Impervious, Inflow Depth = 7.30" for 100-Year Event event Inflow = 4.64 cfs @ 12.08 hrs, Volume= 0.375 af Outflow = 4.63 cfs @ 12.09 hrs, Volume= 0.373 af, Atten= 0%, Lag= 0.2 min Primary = 4.63 cfs @ 12.09 hrs, Volume= 0.373 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 325.65' @ 12.09 hrs Surf.Area= 0.011 ac Storage= 0.003 af Plug-Flow detention time= 7.6 min calculated for 0.373 af (99% of inflow) Type III 24-hr 100-Year Event Rainfall=7.82"Post Development Printed 7/2/2018Prepared by T Reynolds Engineering Page 119HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Center-of-Mass det. time= 3.9 min ( 756.2 - 752.3 ) Volume Invert Avail.Storage Storage Description #1 325.00' 0.005 af 1.00'W x 30.00'L x 0.75'H Prismatoid Z=8.0 Device Routing Invert Outlet Devices #1 Primary 325.50'30.0' long x 1.5' 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 Coef. (English) 2.62 2.64 2.64 2.68 2.75 2.86 2.92 3.07 3.07 3.03 3.28 3.32 Primary OutFlow Max=4.57 cfs @ 12.09 hrs HW=325.65' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 4.57 cfs @ 1.01 fps) Summary for Pond 65P: 12" Culverts Inflow Area = 1.619 ac, 24.24% Impervious, Inflow Depth = 5.11" for 100-Year Event event Inflow = 9.56 cfs @ 12.09 hrs, Volume= 0.689 af Outflow = 6.83 cfs @ 12.17 hrs, Volume= 0.689 af, Atten= 29%, Lag= 4.8 min Primary = 6.83 cfs @ 12.17 hrs, Volume= 0.689 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-72.01 hrs, dt= 0.03 hrs / 2 Peak Elev= 336.31' @ 12.17 hrs Surf.Area= 2,951 sf Storage= 1,708 cf Flood Elev= 337.00' Surf.Area= 5,732 sf Storage= 4,714 cf Plug-Flow detention time= 2.1 min calculated for 0.689 af (100% of inflow) Center-of-Mass det. time= 1.5 min ( 812.2 - 810.6 ) Volume Invert Avail.Storage Storage Description #1 334.50' 4,714 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 334.50 60 0 0 335.00 156 54 54 336.00 1,716 936 990 337.00 5,732 3,724 4,714 Device Routing Invert Outlet Devices #1 Primary 334.50'12.0" Round Culvert X 2.00 L= 112.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 334.50' / 331.50' S= 0.0268 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=6.82 cfs @ 12.17 hrs HW=336.30' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 6.82 cfs @ 4.34 fps) ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Appendix D: Stormwater Report Checklist Massachusetts Stormwater Report Checklist Stormwater Report 1 Stormwater Report A Stormwater Report must be submitted with the permit application to document compliance with the Stormwater Management Standards. The Stormwater Report must be organized into sections that correspond to the categories listed in the Checklist (e.g., Project Type, LID Practices, Standard 1 etc.). As noted in the Checklist, the Stormwater Report must contain the engineering computations and supporting information set forth in Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared by a Registered Professional Engineer (RPE) licensed in the Commonwealth. The Stormwater Report must include: Applicant/Project Name Project Address Name of Firm and Registered Professional Engineer that prepared the Report Long-Term Pollution Prevention Plan required by Standards 4-6 Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 81 Operation and Maintenance Plan required by Standard 9 The Stormwater Checklist completed and stamped by a Registered Professional Engineer (attached) that certifies that the Stormwater Report contains all required submittals.2 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has 1 For some complex projects, it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event, the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. 2 The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report, the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post-construction best management practices. Massachusetts Stormwater Report Checklist Stormwater Report 2 not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary to comprise a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note: Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable (N.A.) and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. Registered Professional Engineer’s Certification I have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long-term Post-Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement (if included) and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature 6/25/18 Signature, Date Massachusetts Stormwater Report Checklist Stormwater Report 3 Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? New Development Redevelopment Mix of New Development and Redevelopment LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: No disturbance to any Wetland Resource Areas Site Design Practices (e.g. clustered development, reduced frontage setbacks) Reduced Impervious Area (Redevelopment Only) Minimizing disturbance to existing trees and shrubs LID Site Design Credit Requested: Credit 1 Credit 2 Credit 3 Use of “country drainage” versus curb and gutter conveyance and pipe Bioretention Cells (includes Rain Gardens) Constructed Stormwater Wetlands (includes Gravel Wetlands designs) Treebox Filter Water Quality Swale Grass Channel Green Roof Other Standard 1: No New Untreated Discharges No new untreated discharges Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. Standard 2: Peak Rate Attenuation Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. Evaluation provided to determine whether off-site flooding increases during the 100-year 24- hour storm Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off- site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24-hour storm. Massachusetts Stormwater Report Checklist Stormwater Report 4 Standard 3: Recharge Soil Analysis provided. Required Recharge Volume calculation provided Required Recharge volume reduced through use of the LID site Design Credits. Sizing the infiltration, BMPs is based on the following method: Circle the method used. Static Simple Dynamic Dynamic Field3 Runoff from all impervious areas at the site discharging to the infiltration BMP. Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: Site is comprised solely of C and D soils and/or bedrock at the land surface M.G.L. c. 21E sites pursuant to 310 CMR 40.0000 Solid Waste Landfill pursuant to 310 CMR 19.000 Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. Calculations showing that the infiltration BMPs will drain in 72 hours are provided. Property includes a M.G.L. c. 21E site or a solid waste landfill and a mounding analysis is included. The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10-year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4: Water Quality The Long-Term Pollution Prevention Plan typically includes the following: Good housekeeping practices; Provisions for storing materials and waste products inside or under cover; Vehicle washing controls; Requirements for routine inspections and maintenance of stormwater BMPs; Spill prevention and response plans; Provisions for maintenance of lawns, gardens, and other landscaped areas; Requirements for storage and use of fertilizers, herbicides, and pesticides; Pet waste management provisions; Provisions for operation and management of septic systems; Provisions for solid waste management; Snow disposal and plowing plans relative to Wetland Resource Areas; 3 80% TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. Massachusetts Stormwater Report Checklist Stormwater Report 5 Winter Road Salt and/or Sand Use and Storage restrictions; Street sweeping schedules; Provisions for prevention of illicit discharges to the stormwater management system; Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. Treatment BMPs subject to the 44% TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: is within the Zone II or Interim Wellhead Protection Area is near or to other critical areas is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) involves runoff from land uses with higher potential pollutant loads. The Required Water Quality Volume is reduced through use of the LID site Design Credits. Calculations documenting that the treatment train meets the 80% TSS removal requirement and, if applicable, the 44% TSS removal pretreatment requirement, are provided. The BMP is sized (and calculations provided) based on: The ½” or 1” Water Quality Volume or The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. The NPDES Multi-Sector General Permit does not cover the land use. LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. All exposure has been eliminated Massachusetts Stormwater Report Checklist Stormwater Report 6 All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. Critical areas and BMPs are identified in the Stormwater Report. Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: Limited Project small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. 2-4 single family houses or 2-4 units in a multi-family development with a discharge to a critical area Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff Bike Path and/or Foot Path Redevelopment Project Redevelopment portion of mix of new and redevelopment. Certain standards are not fully met (Standard No. 1, 8, 9, and 10 must always be fully met) and an explanation of why these standards are not met is contained in the Stormwater Report. The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Massachusetts Stormwater Report Checklist Stormwater Report 7 Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: o Narrative; o Construction Period Operation and Maintenance Plan; o Names of Persons or Entity Responsible for Plan Compliance; o Construction Period Pollution Prevention Measures; o Erosion and Sedimentation Control Plan Drawings; o Detail drawings and specifications for erosion control BMPs, including sizing calculations; o Vegetation Planning; o Site Development Plan; o Construction Sequencing Plan; o Sequencing of Erosion and Sedimentation Controls; o Operation and Maintenance of Erosion and Sedimentation Controls; o Inspection Schedule; o Maintenance Schedule; o Inspection and Maintenance Log Form. A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. The project is not covered by a NPDES Construction General Permit. The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: Name of the stormwater management system owners; Party responsible for operation and maintenance; Schedule for implementation of routine and non-routine maintenance tasks; Plan showing the location of all stormwater BMPs maintenance access areas; Description and delineation of public safety features; Estimated operation and maintenance budget; and Operation and Maintenance Log Form. Massachusetts Stormwater Report Checklist Stormwater Report 8 The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: A copy of the legal instrument (deed, homeowner’s association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; An Illicit Discharge Compliance Statement is attached; NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs. ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Appendix E: TSS Removal Worksheet Terrence R. Reynolds, P.E.TSS Removal Calculation WorksheetFlorence, MA 01093Name: VA Medical Center Proj. No.: 17-1004Date: 6/20/18Location: Northampton, MA Computed by: TRTreatment Train TSS Removal Basins A and B Checked by: DPABCDEBMP TSS Removal Starting TSS Amount RemainingRate Load* Removed (BxC) Load (C-D)Deep Sump Hooded Catch Basins25 1.00 0.25 0.75CDS Water Quality Unit80 0.75 0.60 0.15 Total TSS Removal= Notes:*Starting TSS Load for first BMP= 1.00. TSS load for subsequent BMP's is equal to the Remaining Load (E) from the previous BMP.97%0.15 0.12 0.03Bioretention Basin 80 ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Appendix F: Basin Sizing Calculations Terrence R. Reynolds, P.E.Name: VA Medical Center Proj. No.: 117-1004Florence, MA 01062Date: 6/20/18Location: Northampton, MA Computed by: TR Checked by: DPImpervious Area 113632 sfRv = F x impervious area F 0.25 inchesA =Rv ÷ (D+KT) D=basin depth 0.5 ftV=AxDK=Infiltration Rate 0.27 inches/hrRv is the Required Recharge Volumet=time (2 hours for Rawls rates) 2 hrs (11-13)F=Target Depth Factor. See Table 2.3.2.A is the minimum required surface area of the bottom of the infiltration structure Rv= F x Impervious areaV is the Storage Volume determined in accordance with the “Simple Dynamic” MethodRv= 2367.3 cfD is a depth of the infiltration facility[1] A= Rv/(d+Kt)K is the saturated hydraulic conductivity. For “ Simple Dynamic” Method, use Rawls Rate (See Table 2.3.3), and A= 4343.7 sfT is the allowable drawdown during the peak of the storm (use 2 hours) V= A X DAp is the provided surface area of the bottom of the infiltration structureV= 2172 cfVp is the provided storage for basinAp= 15085 sfVp= 7543 cf OKImpervious Area 82788 sfRv = F x impervious area F 0.25 inchesA =Rv ÷ (D+KT) D=basin depth 0.5 ftV=AxDK=Infiltration Rate 0.27 inches/hrRv is the Required Recharge Volumet=time (2 hours for Rawls rates) 2 hrs (11-13)F=Target Depth Factor. See Table 2.3.2.A is the minimum required surface area of the bottom of the infiltration structure Rv= F x Impervious areaV is the Storage Volume determined in accordance with the “Simple Dynamic” MethodRv= 1724.8 cfD is a depth of the infiltration facility[1] A= Rv/(d+Kt)K is the saturated hydraulic conductivity. For “ Simple Dynamic” Method, use Rawls Rate (See Table 2.3.3), and A= 3164.7 sfT is the allowable drawdown during the peak of the storm (use 2 hours) V= A X DAp is the provided surface area of the bottom of the infiltration structureV= 1582 cfVp is the provided storage for basinAp= 8424 sfVp= 4212 cf OK[1] If the infiltration facility is a practice that uses stone or another media such as a dry well, only the void spaces must be considered. In those circumstancesuse nd instead of d, where n is the percent porosity of the stone or other media.Basin B, Storage Volume Sizing Calculation Worksheet (Simple Dynamic Method)Basin A, Storage Volume Sizing Calculation Worksheet (Simple Dynamic Method)[1] If the infiltration facility is a practice that uses stone or another media such as a dry well, only the void spaces must be considered. In those circumstances, use nd instead of d, where n is the percent porosity of the stone or other media. ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Appendix G: CDS/Vortsentry Water Quality Unit Specification Sheet and MASTEP testing information Area 0.91 ac WQU 1 Weighted C 0.9 69 tc 2 min Particle size 0 CDS Model 2015-4 1.4 cfs CDS Hydraulic Capacitycfs Rainfall Intensity1 (in/hr) Percent Rainfall Volume1 Cumulative Rainfall Volume Total Flowrate (cfs) Treated Flowrate (cfs) Incremental Removal (%) 0.02 10.2%10.2%0.02 0.02 9.8 0.04 9.6%19.8%0.03 0.03 9.2 0.06 9.4%29.3%0.05 0.05 9.0 0.08 7.7%37.0%0.07 0.07 7.3 0.10 8.6%45.6%0.08 0.08 8.0 0.12 6.3%51.9%0.10 0.10 5.8 0.14 4.7%56.5%0.12 0.12 4.3 0.16 4.6%61.2%0.13 0.13 4.2 0.18 3.5%64.7%0.15 0.15 3.2 0.20 4.3%69.1%0.16 0.16 3.9 0.25 8.0%77.1%0.21 0.21 7.0 0.30 5.6%82.7%0.25 0.25 4.8 0.35 4.4%87.0%0.29 0.29 3.6 0.40 2.5%89.5%0.33 0.33 2.1 0.45 2.5%92.1%0.37 0.37 2.0 0.50 1.4%93.5%0.41 0.41 1.1 0.75 5.0%98.5%0.62 0.62 3.4 1.00 1.0%99.5%0.82 0.82 0.6 1.50 0.0%99.5%1.23 1.23 0.0 2.00 0.0%99.5%1.64 1.40 0.0 3.00 0.5%100.0%2.47 1.40 0.1 89.2 6.5% 93.3% 82.7% 1 - Based on 10 years of hourly precipitation data from NCDC Station 770, Boston WSFO AP, Suffolk County, MA 2 - Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. Predicted Net Annual Load Removal Efficiency = Predicted % Annual Rainfall Treated = BASED ON THE RATIONAL RAINFALL METHOD BASED ON AN AVERAGE PARTICLE SIZE OF 50 MICRONS NORTHAMPTON VA Removal Efficiency Adjustment2 = CDS ESTIMATED NET ANNUAL SOLIDS LOAD REDUCTION Rainfall Station # NORTHAMPTON, MA Unit Site Designation CDS Treatment Capacity Area 1.09 ac WQU 2 Weighted C 0.9 69 tc 2 min Particle size 0 CDS Model 2020-5 2.2 cfs CDS Hydraulic Capacitycfs Rainfall Intensity1 (in/hr) Percent Rainfall Volume1 Cumulative Rainfall Volume Total Flowrate (cfs) Treated Flowrate (cfs) Incremental Removal (%) 0.02 10.2%10.2%0.02 0.02 9.8 0.04 9.6%19.8%0.04 0.04 9.3 0.06 9.4%29.3%0.06 0.06 9.0 0.08 7.7%37.0%0.08 0.08 7.3 0.10 8.6%45.6%0.10 0.10 8.1 0.12 6.3%51.9%0.12 0.12 5.9 0.14 4.7%56.5%0.14 0.14 4.3 0.16 4.6%61.2%0.16 0.16 4.3 0.18 3.5%64.7%0.18 0.18 3.3 0.20 4.3%69.1%0.20 0.20 4.0 0.25 8.0%77.1%0.25 0.25 7.2 0.30 5.6%82.7%0.29 0.29 4.9 0.35 4.4%87.0%0.34 0.34 3.8 0.40 2.5%89.5%0.39 0.39 2.2 0.45 2.5%92.1%0.44 0.44 2.1 0.50 1.4%93.5%0.49 0.49 1.1 0.75 5.0%98.5%0.74 0.74 3.8 1.00 1.0%99.5%0.98 0.98 0.7 1.50 0.0%99.5%1.47 1.47 0.0 2.00 0.0%99.5%1.96 1.96 0.0 3.00 0.5%100.0%2.94 2.20 0.1 91.0 6.5% 93.4% 84.6% 1 - Based on 10 years of hourly precipitation data from NCDC Station 770, Boston WSFO AP, Suffolk County, MA 2 - Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. Predicted Net Annual Load Removal Efficiency = Predicted % Annual Rainfall Treated = BASED ON THE RATIONAL RAINFALL METHOD BASED ON AN AVERAGE PARTICLE SIZE OF 50 MICRONS NORTHAMPTON VA Removal Efficiency Adjustment2 = CDS ESTIMATED NET ANNUAL SOLIDS LOAD REDUCTION Rainfall Station # NORTHAMPTON, MA Unit Site Designation CDS Treatment Capacity Area 0.56 ac WQU 3 Weighted C 0.9 69 tc 2 min Particle size 0 CDS Model 1515-3 1.0 cfs CDS Hydraulic Capacitycfs Rainfall Intensity1 (in/hr) Percent Rainfall Volume1 Cumulative Rainfall Volume Total Flowrate (cfs) Treated Flowrate (cfs) Incremental Removal (%) 0.02 10.2%10.2%0.01 0.01 9.8 0.04 9.6%19.8%0.02 0.02 9.2 0.06 9.4%29.3%0.03 0.03 9.0 0.08 7.7%37.0%0.04 0.04 7.3 0.10 8.6%45.6%0.05 0.05 8.0 0.12 6.3%51.9%0.06 0.06 5.9 0.14 4.7%56.5%0.07 0.07 4.3 0.16 4.6%61.2%0.08 0.08 4.3 0.18 3.5%64.7%0.09 0.09 3.2 0.20 4.3%69.1%0.10 0.10 3.9 0.25 8.0%77.1%0.13 0.13 7.1 0.30 5.6%82.7%0.15 0.15 4.9 0.35 4.4%87.0%0.18 0.18 3.7 0.40 2.5%89.5%0.20 0.20 2.1 0.45 2.5%92.1%0.23 0.23 2.1 0.50 1.4%93.5%0.25 0.25 1.1 0.75 5.0%98.5%0.38 0.38 3.6 1.00 1.0%99.5%0.50 0.50 0.6 1.50 0.0%99.5%0.75 0.75 0.0 2.00 0.0%99.5%1.00 1.00 0.0 3.00 0.5%100.0%1.51 1.00 0.1 90.3 6.5% 93.4% 83.8% 1 - Based on 10 years of hourly precipitation data from NCDC Station 770, Boston WSFO AP, Suffolk County, MA 2 - Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. Predicted Net Annual Load Removal Efficiency = Predicted % Annual Rainfall Treated = BASED ON THE RATIONAL RAINFALL METHOD BASED ON AN AVERAGE PARTICLE SIZE OF 50 MICRONS NORTHAMPTON VA Removal Efficiency Adjustment2 = CDS ESTIMATED NET ANNUAL SOLIDS LOAD REDUCTION Rainfall Station # NORTHAMPTON, MA Unit Site Designation CDS Treatment Capacity Area 1.57 ac WQU 4 Weighted C 0.9 69 tc 2 min Particle size 0 CDS Model 2020-5 2.2 cfs CDS Hydraulic Capacitycfs Rainfall Intensity1 (in/hr) Percent Rainfall Volume1 Cumulative Rainfall Volume Total Flowrate (cfs) Treated Flowrate (cfs) Incremental Removal (%) 0.02 10.2%10.2%0.03 0.03 9.8 0.04 9.6%19.8%0.06 0.06 9.2 0.06 9.4%29.3%0.08 0.08 8.9 0.08 7.7%37.0%0.11 0.11 7.2 0.10 8.6%45.6%0.14 0.14 8.0 0.12 6.3%51.9%0.17 0.17 5.8 0.14 4.7%56.5%0.20 0.20 4.2 0.16 4.6%61.2%0.23 0.23 4.2 0.18 3.5%64.7%0.25 0.25 3.2 0.20 4.3%69.1%0.28 0.28 3.8 0.25 8.0%77.1%0.35 0.35 6.9 0.30 5.6%82.7%0.42 0.42 4.7 0.35 4.4%87.0%0.49 0.49 3.6 0.40 2.5%89.5%0.57 0.57 2.0 0.45 2.5%92.1%0.64 0.64 2.0 0.50 1.4%93.5%0.71 0.71 1.0 0.75 5.0%98.5%1.06 1.06 3.2 1.00 1.0%99.5%1.41 1.41 0.5 1.50 0.0%99.5%2.12 2.12 0.0 2.00 0.0%99.5%2.83 2.20 0.0 3.00 0.5%100.0%4.24 2.20 0.1 88.4 6.5% 93.3% 82.0% 1 - Based on 10 years of hourly precipitation data from NCDC Station 770, Boston WSFO AP, Suffolk County, MA 2 - Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. Predicted Net Annual Load Removal Efficiency = Predicted % Annual Rainfall Treated = BASED ON THE RATIONAL RAINFALL METHOD BASED ON AN AVERAGE PARTICLE SIZE OF 50 MICRONS NORTHAMPTON VA Removal Efficiency Adjustment2 = CDS ESTIMATED NET ANNUAL SOLIDS LOAD REDUCTION Rainfall Station # NORTHAMPTON, MA Unit Site Designation CDS Treatment Capacity Area 0.16 ac Unit Site Deignation WQU 5 Weighted C 0.9 Rainfall Station #69 tc 2 min Design Ratio1 0.0050 VSHS Model HS36 VSHS Treatment Capacity 0.55 cfs Rainfall Intensity1 (in/hr)Flow Rate (cfs)Operating Rate2 cfs/ft3 % Total Rainfall Rel. Effcy (%) 0.02 0.00 0.00011 10.2%10.0% 0.04 0.01 0.00022 9.6%9.5% 0.06 0.01 0.00033 9.4%9.3% 0.08 0.01 0.00043 7.7%7.6% 0.10 0.01 0.00054 8.6%8.4% 0.12 0.02 0.00065 6.3%6.2% 0.14 0.02 0.00076 4.7%4.6% 0.16 0.02 0.00087 4.6%4.5% 0.18 0.03 0.00098 3.5%3.5% 0.20 0.03 0.00109 4.3%4.3% 0.25 0.04 0.00136 8.0%7.8% 0.30 0.04 0.00163 5.6%5.5% 0.35 0.05 0.00190 4.4%4.3% 0.40 0.06 0.00217 2.5%2.5% 0.45 0.06 0.00244 2.5%2.5% 0.50 0.07 0.00272 1.4%1.4% 0.75 0.11 0.00407 5.0%4.9% 1.00 0.14 0.00543 1.0%1.0% 1.50 0.22 0.00815 0.0%0.0% 2.00 0.29 0.01086 0.0%0.0% 3.00 0.43 0.01630 0.5%0.4% 98.0% 0.0% 6.5% 91.5% 1 - Design Ratio = (Total Drainage Area x Runoff Coefficient) / VortSentry HS Treatment Volume = The Total Drainage Area and Runoff Coefficient are specified by the site engineer. 2 - Operating Rate (cfs/ft3) = Rainfall Intensity ("/hr) x Design Ratio 3 - Based on 10 years of hourly precipitation data from NCDC Station 770, Boston WSFO AP, Suffolk County, MA Based on an Average Particle Size of 240 Microns % rain falling at >3''/hr = Removal Efficiency Adjustment4 = 4 - Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. Predicted Net Annual Load Removal Efficiency = BASED ON THE RATIONAL RAINFALL METHOD VORTSENTRY® HS ESTIMATED NET ANNUAL TSS REDUCTION NORTHAMPTON VA NORTHAMPTON, MA Area 0.18 ac Unit Site Deignation WQU 6 Weighted C 0.9 Rainfall Station #69 tc 2 min Design Ratio1 0.0060 VSHS Model HS36 VSHS Treatment Capacity 0.55 cfs Rainfall Intensity1 (in/hr)Flow Rate (cfs)Operating Rate2 cfs/ft3 % Total Rainfall Rel. Effcy (%) 0.02 0.00 0.00012 10.2%10.0% 0.04 0.01 0.00025 9.6%9.5% 0.06 0.01 0.00037 9.4%9.3% 0.08 0.01 0.00050 7.7%7.6% 0.10 0.02 0.00062 8.6%8.4% 0.12 0.02 0.00075 6.3%6.2% 0.14 0.02 0.00087 4.7%4.6% 0.16 0.03 0.00100 4.6%4.5% 0.18 0.03 0.00112 3.5%3.5% 0.20 0.03 0.00124 4.3%4.3% 0.25 0.04 0.00155 8.0%7.8% 0.30 0.05 0.00187 5.6%5.5% 0.35 0.06 0.00218 4.4%4.3% 0.40 0.07 0.00249 2.5%2.5% 0.45 0.07 0.00280 2.5%2.5% 0.50 0.08 0.00311 1.4%1.4% 0.75 0.12 0.00466 5.0%4.9% 1.00 0.16 0.00622 1.0%1.0% 1.50 0.25 0.00933 0.0%0.0% 2.00 0.33 0.01244 0.0%0.0% 3.00 0.49 0.01866 0.5%0.4% 97.9% 0.0% 6.5% 91.4% 1 - Design Ratio = (Total Drainage Area x Runoff Coefficient) / VortSentry HS Treatment Volume = The Total Drainage Area and Runoff Coefficient are specified by the site engineer. 2 - Operating Rate (cfs/ft3) = Rainfall Intensity ("/hr) x Design Ratio 3 - Based on 10 years of hourly precipitation data from NCDC Station 770, Boston WSFO AP, Suffolk County, MA Based on an Average Particle Size of 240 Microns % rain falling at >3''/hr = Removal Efficiency Adjustment4 = 4 - Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. Predicted Net Annual Load Removal Efficiency = BASED ON THE RATIONAL RAINFALL METHOD VORTSENTRY® HS ESTIMATED NET ANNUAL TSS REDUCTION NORTHAMPTON VA NORTHAMPTON, MA Area 0.08 ac Unit Site Deignation WQU 7 Weighted C 0.9 Rainfall Station #69 tc 2 min Design Ratio1 0.0030 VSHS Model HS36 VSHS Treatment Capacity 0.55 cfs Rainfall Intensity1 (in/hr)Flow Rate (cfs)Operating Rate2 cfs/ft3 % Total Rainfall Rel. Effcy (%) 0.02 0.00 0.00006 10.2%10.0% 0.04 0.00 0.00011 9.6%9.5% 0.06 0.00 0.00017 9.4%9.3% 0.08 0.01 0.00022 7.7%7.6% 0.10 0.01 0.00028 8.6%8.4% 0.12 0.01 0.00033 6.3%6.2% 0.14 0.01 0.00039 4.7%4.6% 0.16 0.01 0.00045 4.6%4.5% 0.18 0.01 0.00050 3.5%3.5% 0.20 0.01 0.00056 4.3%4.3% 0.25 0.02 0.00070 8.0%7.8% 0.30 0.02 0.00084 5.6%5.5% 0.35 0.03 0.00098 4.4%4.3% 0.40 0.03 0.00112 2.5%2.5% 0.45 0.03 0.00125 2.5%2.5% 0.50 0.04 0.00139 1.4%1.4% 0.75 0.06 0.00209 5.0%4.9% 1.00 0.07 0.00279 1.0%1.0% 1.50 0.11 0.00418 0.0%0.0% 2.00 0.15 0.00558 0.0%0.0% 3.00 0.22 0.00836 0.5%0.5% 98.0% 0.0% 6.5% 91.5% 1 - Design Ratio = (Total Drainage Area x Runoff Coefficient) / VortSentry HS Treatment Volume = The Total Drainage Area and Runoff Coefficient are specified by the site engineer. 2 - Operating Rate (cfs/ft3) = Rainfall Intensity ("/hr) x Design Ratio 3 - Based on 10 years of hourly precipitation data from NCDC Station 770, Boston WSFO AP, Suffolk County, MA Based on an Average Particle Size of 240 Microns % rain falling at >3''/hr = Removal Efficiency Adjustment4 = 4 - Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. Predicted Net Annual Load Removal Efficiency = BASED ON THE RATIONAL RAINFALL METHOD VORTSENTRY® HS ESTIMATED NET ANNUAL TSS REDUCTION NORTHAMPTON VA NORTHAMPTON, MA Area 0.24 ac Unit Site Deignation WQU 8 Weighted C 0.9 Rainfall Station #69 tc 2 min Design Ratio1 0.0080 VSHS Model HS36 VSHS Treatment Capacity 0.55 cfs Rainfall Intensity1 (in/hr)Flow Rate (cfs)Operating Rate2 cfs/ft3 % Total Rainfall Rel. Effcy (%) 0.02 0.00 0.00016 10.2%10.0% 0.04 0.01 0.00033 9.6%9.5% 0.06 0.01 0.00049 9.4%9.3% 0.08 0.02 0.00066 7.7%7.6% 0.10 0.02 0.00082 8.6%8.4% 0.12 0.03 0.00099 6.3%6.2% 0.14 0.03 0.00115 4.7%4.6% 0.16 0.03 0.00132 4.6%4.5% 0.18 0.04 0.00148 3.5%3.5% 0.20 0.04 0.00165 4.3%4.3% 0.25 0.05 0.00206 8.0%7.8% 0.30 0.07 0.00247 5.6%5.5% 0.35 0.08 0.00288 4.4%4.3% 0.40 0.09 0.00329 2.5%2.5% 0.45 0.10 0.00371 2.5%2.5% 0.50 0.11 0.00412 1.4%1.4% 0.75 0.16 0.00618 5.0%4.9% 1.00 0.22 0.00823 1.0%1.0% 1.50 0.33 0.01235 0.0%0.0% 2.00 0.44 0.01647 0.0%0.0% 3.00 0.65 0.02470 0.4%0.3% 97.8% 0.1% 6.5% 91.3% 1 - Design Ratio = (Total Drainage Area x Runoff Coefficient) / VortSentry HS Treatment Volume = The Total Drainage Area and Runoff Coefficient are specified by the site engineer. 2 - Operating Rate (cfs/ft3) = Rainfall Intensity ("/hr) x Design Ratio 3 - Based on 10 years of hourly precipitation data from NCDC Station 770, Boston WSFO AP, Suffolk County, MA Based on an Average Particle Size of 240 Microns % rain falling at >3''/hr = Removal Efficiency Adjustment4 = 4 - Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. Predicted Net Annual Load Removal Efficiency = BASED ON THE RATIONAL RAINFALL METHOD VORTSENTRY® HS ESTIMATED NET ANNUAL TSS REDUCTION NORTHAMPTON VA NORTHAMPTON, MA Area 0.28 ac Unit Site Deignation WQU 9 Weighted C 0.9 Rainfall Station #69 tc 2 min Design Ratio1 0.0090 VSHS Model HS36 VSHS Treatment Capacity 0.55 cfs Rainfall Intensity1 (in/hr)Flow Rate (cfs)Operating Rate2 cfs/ft3 % Total Rainfall Rel. Effcy (%) 0.02 0.00 0.00019 10.2%10.0% 0.04 0.01 0.00037 9.6%9.5% 0.06 0.01 0.00056 9.4%9.3% 0.08 0.02 0.00075 7.7%7.6% 0.10 0.02 0.00094 8.6%8.4% 0.12 0.03 0.00112 6.3%6.2% 0.14 0.03 0.00131 4.7%4.6% 0.16 0.04 0.00150 4.6%4.5% 0.18 0.04 0.00169 3.5%3.5% 0.20 0.05 0.00187 4.3%4.3% 0.25 0.06 0.00234 8.0%7.8% 0.30 0.07 0.00281 5.6%5.5% 0.35 0.09 0.00328 4.4%4.3% 0.40 0.10 0.00375 2.5%2.5% 0.45 0.11 0.00422 2.5%2.5% 0.50 0.12 0.00468 1.4%1.4% 0.75 0.19 0.00703 5.0%4.9% 1.00 0.25 0.00937 1.0%1.0% 1.50 0.37 0.01405 0.0%0.0% 2.00 0.50 0.01873 0.0%0.0% 3.00 0.74 0.02810 0.4%0.2% 97.7% 0.1% 6.5% 91.2% 1 - Design Ratio = (Total Drainage Area x Runoff Coefficient) / VortSentry HS Treatment Volume = The Total Drainage Area and Runoff Coefficient are specified by the site engineer. 2 - Operating Rate (cfs/ft3) = Rainfall Intensity ("/hr) x Design Ratio 3 - Based on 10 years of hourly precipitation data from NCDC Station 770, Boston WSFO AP, Suffolk County, MA BASED ON THE RATIONAL RAINFALL METHOD VORTSENTRY® HS ESTIMATED NET ANNUAL TSS REDUCTION NORTHAMPTON VA NORTHAMPTON, MA Based on an Average Particle Size of 240 Microns % rain falling at >3''/hr = Removal Efficiency Adjustment4 = 4 - Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. Predicted Net Annual Load Removal Efficiency = Area 0.26 ac Unit Site Deignation WQU 10 Weighted C 0.9 Rainfall Station #69 tc 2 min Design Ratio1 0.0090 VSHS Model HS36 VSHS Treatment Capacity 0.55 cfs Rainfall Intensity1 (in/hr)Flow Rate (cfs)Operating Rate2 cfs/ft3 % Total Rainfall Rel. Effcy (%) 0.02 0.00 0.00018 10.2%10.0% 0.04 0.01 0.00036 9.6%9.5% 0.06 0.01 0.00054 9.4%9.3% 0.08 0.02 0.00072 7.7%7.6% 0.10 0.02 0.00089 8.6%8.4% 0.12 0.03 0.00107 6.3%6.2% 0.14 0.03 0.00125 4.7%4.6% 0.16 0.04 0.00143 4.6%4.5% 0.18 0.04 0.00161 3.5%3.5% 0.20 0.05 0.00179 4.3%4.3% 0.25 0.06 0.00224 8.0%7.8% 0.30 0.07 0.00268 5.6%5.5% 0.35 0.08 0.00313 4.4%4.3% 0.40 0.09 0.00358 2.5%2.5% 0.45 0.11 0.00403 2.5%2.5% 0.50 0.12 0.00447 1.4%1.4% 0.75 0.18 0.00671 5.0%4.9% 1.00 0.24 0.00895 1.0%1.0% 1.50 0.36 0.01342 0.0%0.0% 2.00 0.47 0.01789 0.0%0.0% 3.00 0.71 0.02684 0.4%0.3% 97.8% 0.1% 6.5% 91.3% 1 - Design Ratio = (Total Drainage Area x Runoff Coefficient) / VortSentry HS Treatment Volume = The Total Drainage Area and Runoff Coefficient are specified by the site engineer. 2 - Operating Rate (cfs/ft3) = Rainfall Intensity ("/hr) x Design Ratio 3 - Based on 10 years of hourly precipitation data from NCDC Station 770, Boston WSFO AP, Suffolk County, MA BASED ON THE RATIONAL RAINFALL METHOD VORTSENTRY® HS ESTIMATED NET ANNUAL TSS REDUCTION NORTHAMPTON VA NORTHAMPTON, MA Based on an Average Particle Size of 240 Microns % rain falling at >3''/hr = Removal Efficiency Adjustment4 = 4 - Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. Predicted Net Annual Load Removal Efficiency = Area 0.38 ac Unit Site Deignation WQU 11 Weighted C 0.9 Rainfall Station #69 tc 2 min Design Ratio1 0.0130 VSHS Model HS36 VSHS Treatment Capacity 0.55 cfs Rainfall Intensity1 (in/hr)Flow Rate (cfs)Operating Rate2 cfs/ft3 % Total Rainfall Rel. Effcy (%) 0.02 0.01 0.00026 10.2%10.0% 0.04 0.01 0.00051 9.6%9.5% 0.06 0.02 0.00077 9.4%9.3% 0.08 0.03 0.00102 7.7%7.6% 0.10 0.03 0.00128 8.6%8.4% 0.12 0.04 0.00153 6.3%6.2% 0.14 0.05 0.00179 4.7%4.6% 0.16 0.05 0.00205 4.6%4.5% 0.18 0.06 0.00230 3.5%3.5% 0.20 0.07 0.00256 4.3%4.3% 0.25 0.08 0.00320 8.0%7.8% 0.30 0.10 0.00384 5.6%5.5% 0.35 0.12 0.00447 4.4%4.3% 0.40 0.14 0.00511 2.5%2.5% 0.45 0.15 0.00575 2.5%2.5% 0.50 0.17 0.00639 1.4%1.4% 0.75 0.25 0.00959 5.0%4.9% 1.00 0.34 0.01279 1.0%0.9% 1.50 0.51 0.01918 0.0%0.0% 2.00 0.68 0.02557 0.0%0.0% 3.00 1.02 0.03836 0.3%0.1% 97.4% 0.2% 6.5% 90.9% 1 - Design Ratio = (Total Drainage Area x Runoff Coefficient) / VortSentry HS Treatment Volume = The Total Drainage Area and Runoff Coefficient are specified by the site engineer. 2 - Operating Rate (cfs/ft3) = Rainfall Intensity ("/hr) x Design Ratio 3 - Based on 10 years of hourly precipitation data from NCDC Station 770, Boston WSFO AP, Suffolk County, MA BASED ON THE RATIONAL RAINFALL METHOD VORTSENTRY® HS ESTIMATED NET ANNUAL TSS REDUCTION NORTHAMPTON VA NORTHAMPTON, MA Based on an Average Particle Size of 240 Microns % rain falling at >3''/hr = Removal Efficiency Adjustment4 = 4 - Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. Predicted Net Annual Load Removal Efficiency = Area 3.67 ac WQU 12 Weighted C 0.9 69 tc 2 min Particle size 0 CDS Model 3025-6 5.0 cfs CDS Hydraulic Capacitycfs Rainfall Intensity1 (in/hr) Percent Rainfall Volume1 Cumulative Rainfall Volume Total Flowrate (cfs) Treated Flowrate (cfs) Incremental Removal (%) 0.02 10.2%10.2%0.07 0.07 9.8 0.04 9.6%19.8%0.13 0.13 9.2 0.06 9.4%29.3%0.20 0.20 8.9 0.08 7.7%37.0%0.26 0.26 7.2 0.10 8.6%45.6%0.33 0.33 7.9 0.12 6.3%51.9%0.40 0.40 5.8 0.14 4.7%56.5%0.46 0.46 4.2 0.16 4.6%61.2%0.53 0.53 4.2 0.18 3.5%64.7%0.59 0.59 3.1 0.20 4.3%69.1%0.66 0.66 3.8 0.25 8.0%77.1%0.83 0.83 6.8 0.30 5.6%82.7%0.99 0.99 4.7 0.35 4.4%87.0%1.16 1.16 3.5 0.40 2.5%89.5%1.32 1.32 2.0 0.45 2.5%92.1%1.49 1.49 1.9 0.50 1.4%93.5%1.65 1.65 1.0 0.75 5.0%98.5%2.48 2.48 3.1 1.00 1.0%99.5%3.30 3.30 0.5 1.50 0.0%99.5%4.95 4.95 0.0 2.00 0.0%99.5%6.60 5.00 0.0 3.00 0.5%100.0%9.90 5.00 0.1 87.8 6.5% 93.3% 81.4% 1 - Based on 10 years of hourly precipitation data from NCDC Station 770, Boston WSFO AP, Suffolk County, MA 2 - Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. Predicted Net Annual Load Removal Efficiency = Predicted % Annual Rainfall Treated = BASED ON THE RATIONAL RAINFALL METHOD BASED ON AN AVERAGE PARTICLE SIZE OF 50 MICRONS NORTHAMPTON VA Removal Efficiency Adjustment2 = CDS ESTIMATED NET ANNUAL SOLIDS LOAD REDUCTION Rainfall Station # NORTHAMPTON, MA Unit Site Designation CDS Treatment Capacity Area 0.26 ac Unit Site Deignation WQU 13 Weighted C 0.9 Rainfall Station #69 tc 2 min Design Ratio1 0.0090 VSHS Model HS36 VSHS Treatment Capacity 0.55 cfs Rainfall Intensity1 (in/hr)Flow Rate (cfs)Operating Rate2 cfs/ft3 % Total Rainfall Rel. Effcy (%) 0.02 0.00 0.00018 10.2%10.0% 0.04 0.01 0.00036 9.6%9.5% 0.06 0.01 0.00054 9.4%9.3% 0.08 0.02 0.00071 7.7%7.6% 0.10 0.02 0.00089 8.6%8.4% 0.12 0.03 0.00107 6.3%6.2% 0.14 0.03 0.00125 4.7%4.6% 0.16 0.04 0.00143 4.6%4.5% 0.18 0.04 0.00161 3.5%3.5% 0.20 0.05 0.00178 4.3%4.3% 0.25 0.06 0.00223 8.0%7.8% 0.30 0.07 0.00268 5.6%5.5% 0.35 0.08 0.00312 4.4%4.3% 0.40 0.09 0.00357 2.5%2.5% 0.45 0.11 0.00402 2.5%2.5% 0.50 0.12 0.00446 1.4%1.4% 0.75 0.18 0.00669 5.0%4.9% 1.00 0.24 0.00892 1.0%1.0% 1.50 0.35 0.01338 0.0%0.0% 2.00 0.47 0.01785 0.0%0.0% 3.00 0.71 0.02677 0.4%0.3% 97.8% 0.1% 6.5% 91.3% 1 - Design Ratio = (Total Drainage Area x Runoff Coefficient) / VortSentry HS Treatment Volume = The Total Drainage Area and Runoff Coefficient are specified by the site engineer. 2 - Operating Rate (cfs/ft3) = Rainfall Intensity ("/hr) x Design Ratio 3 - Based on 10 years of hourly precipitation data from NCDC Station 770, Boston WSFO AP, Suffolk County, MA BASED ON THE RATIONAL RAINFALL METHOD VORTSENTRY® HS ESTIMATED NET ANNUAL TSS REDUCTION NORTHAMPTON VA NORTHAMPTON, MA Based on an Average Particle Size of 240 Microns % rain falling at >3''/hr = Removal Efficiency Adjustment4 = 4 - Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. Predicted Net Annual Load Removal Efficiency = Area 0.23 ac Unit Site Deignation WQU 14 Weighted C 0.9 Rainfall Station #69 tc 2 min Design Ratio1 0.0080 VSHS Model HS36 VSHS Treatment Capacity 0.55 cfs Rainfall Intensity1 (in/hr)Flow Rate (cfs)Operating Rate2 cfs/ft3 % Total Rainfall Rel. Effcy (%) 0.02 0.00 0.00016 10.2%10.0% 0.04 0.01 0.00032 9.6%9.5% 0.06 0.01 0.00048 9.4%9.3% 0.08 0.02 0.00063 7.7%7.6% 0.10 0.02 0.00079 8.6%8.4% 0.12 0.03 0.00095 6.3%6.2% 0.14 0.03 0.00111 4.7%4.6% 0.16 0.03 0.00127 4.6%4.5% 0.18 0.04 0.00143 3.5%3.5% 0.20 0.04 0.00158 4.3%4.3% 0.25 0.05 0.00198 8.0%7.8% 0.30 0.06 0.00238 5.6%5.5% 0.35 0.07 0.00277 4.4%4.3% 0.40 0.08 0.00317 2.5%2.5% 0.45 0.09 0.00356 2.5%2.5% 0.50 0.10 0.00396 1.4%1.4% 0.75 0.16 0.00594 5.0%4.9% 1.00 0.21 0.00792 1.0%1.0% 1.50 0.31 0.01188 0.0%0.0% 2.00 0.42 0.01584 0.0%0.0% 3.00 0.63 0.02376 0.4%0.3% 97.8% 0.1% 6.5% 91.3% 1 - Design Ratio = (Total Drainage Area x Runoff Coefficient) / VortSentry HS Treatment Volume = The Total Drainage Area and Runoff Coefficient are specified by the site engineer. 2 - Operating Rate (cfs/ft3) = Rainfall Intensity ("/hr) x Design Ratio 3 - Based on 10 years of hourly precipitation data from NCDC Station 770, Boston WSFO AP, Suffolk County, MA BASED ON THE RATIONAL RAINFALL METHOD VORTSENTRY® HS ESTIMATED NET ANNUAL TSS REDUCTION NORTHAMPTON VA NORTHAMPTON, MA Based on an Average Particle Size of 240 Microns % rain falling at >3''/hr = Removal Efficiency Adjustment4 = 4 - Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. Predicted Net Annual Load Removal Efficiency = Water Resources Research Center Page 1 University of Massachusetts – Amherst 12/16/2009 UNIVERSITY OF MASSACHUSETTS AT AMHERST Water Resources Research Center Blaisdell House, UMass 310 Hicks Way Amherst, MA 01003 MASTEP Technology Review Massachusetts Stormwater Evaluation Project (413) 545-5532 (413) 545-2304 FAX www.mastep.net Technology Name: CDS (Continuous Deflective Separator) - Contech Stormwater Solutions, Inc. Studies Reviewed: •••• Independent Review of CDS 2015 Product Evaluation, FB Environmental Associates, 2009. •••• NJCAT Technology Verification Addendum Report High Efficiency Continuous Deflective Separators CDS Technologies Inc. December 2004 •••• Continuous Deflection Separation (CDS) Unit For Sediment Control In Brevard County, Florida January, 2000 Date: 12/16/2009 Reviewer: Jerry Schoen Rating: 2 Brief rationale for rating: MASTEP rating is based primarily on FB Environmental 2009 laboratory study. This study generally followed NJDEP-recommended laboratory test protocols, with some exceptions: no evidence of a Quality Assurance Project Plan, little discussion of quality control, higher than recommended particle size distribution, limited range of influent sediment concentration, sediments analyzed by SSC method but not TSS. The Florida field study monitored 5 storm events and encountered sampling/equipment problems in four of them. The NJCAT lab study was conducted on a unit that was specially modified for testing in New Jersey, and is now being sold in NJ and NY. Other Comments: FB Environmental Associates study: •••• OK-110 sediment mix used. This is recommended by Maine DEP, but produces sediments somewhat larger than those recommended by New Jersey DEP. •••• Sediment analysis conducted with whole sample; essentially SSC method. SSC is generally regarded as more accurate than TSS method, but comparisons with other studies or products that use TSS data are problematic. •••• Full range of flows were tested. •••• Only one target sediment concentration was tested; average influent SSC was 313 mg/l, slightly outside of recommended 100-300 mg/l range. •••• Scour test was performed; system produced no scour at flows up to 137% of capacity. NJCAT Study Expectations of sediment removal performance comparable to this study should be confined to units that contain the sediment weir and a 2400 micron screen. The study did not include a scour test. A particularly fine sediment mix (Sil-Col-Sil 106, pre-washed to remove all particles > 100 microns), which makes sediment removal more difficult. Higher removal efficiencies may be obtained if sediment particle size range is larger. Center For Energy Efficiency and Renewable Energy Page 2 University of Massachusetts – Amherst February 11, 1999 A narrow range of influent sediment (164 – 203 mg/l, average 184), was tested but this is within the NJDEP-recommended 100-300 mg/l range. TSS analysis appears to have been performed by a non- standardized method. No discussion of quality control. Brevard County FL study This study was performed before release of the TARP Tier II Protocols and does not conform to them. The study states that “testing under higher flow conditions would be desirable.” TSS, BOD, COD, pH, total phosphorus, and turbidity were monitored. ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Appendix H: Construction BMPs Checklist Bmps Checklist.doc VA Central Western Massachusetts Healthcare System, Northampton, Massachusetts Best Management Practices – Maintenance/ Evaluation Checklist Construction Practices Best Management Practice Inspection Frequency Date Inspected Inspector Minimum Maintenance and Key Items to Check Cleaning/Repair Needed yes no (List Items)Date of Cleaning/RepairPerformed by Erosion Control Barriers Once a month and immediately following any major storm event. Gravel Construction Entrance Once a month and immediately following any major storm event. Catch Basin Protection Once a month and immediately following any major storm event. Diversion Channels Once a month and immediately following any major storm event. Temporary Sedimentation Basins Once a month and immediately following any major storm event. Vegetated Slope Stabilization Once a month and immediately following any major storm event. Stormwater Control Manager ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Appendix I: Long Term BMPs Checklist Bmps Checklist.doc VA Central Western Massachusetts Healthcare System, Northampton, Massachusetts Best Management Practices – Maintenance/ Evaluation Checklist Long Term Practices Best Management Practice Inspection Frequency Date Inspected Inspector Minimum Maintenance and Key Items to Check Cleaning/Repair Needed yes no (List Items) Date of Cleaning/RepairPerformed by Bioretention Basin Inspect pretreatment devices and bioretention cells regularly for sediment build-up, structural damage, and standing water. Inspect soil and repair eroded areas monthly. Re-mulch void areas as needed. Remove litter and debris monthly. Treat diseased vegetation as needed. Remove and replace dead vegetation twice per year (spring and fall.) Proper selection of plant species and support during establishment of vegetation should minimize—if not eliminate—the need for fertilizers and pesticides. Remove invasive species as needed to prevent these species from spreading into the bioretention area. Upon failure, excavate bioretention area, scarify bottom and sides, replace filter fabric and soil, replant, and mulch. Sub-Surface Infiltration Inspect the subsurface stormwater systems after every major storm for the first few months to ensure proper stabilization and function. Thereafter, inspect them at least once per year. Water levels in the observation well should be recorded over several days to check the subsurface stormwater system drainage. Necessary sediment removal and or removal of debri in outlet control will be performed immediately upon identification. Vortsentry HS Quarterly inspection of the sediment and oil chambers, to develop a schedule of maintenance. The inspection and cleaning schedule should be revised based on the contaminate loads found during inspection, and cleaning should increase if required. At a minimum, the unit should be cleaned annually to provide peak performance. Clean unit when the sediment has accumulated to a depth of two feet in the treatment chamber. This determination can be made by taking two measurements with a stadia rod or similar measuring device; one measurement from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water surface. If the difference between these measurements is less than 3.6 feet, the VortSentry HS36 should be maintained to ensure effective treatment. Bmps Checklist.doc CDS Water Quality Unit Quarterly inspection of the sediment and oil chambers, to develop a schedule of maintenance. The inspection and cleaning schedule should be revised based on the contaminate loads found during inspection, and cleaning should increase if required. At a minimum, the unit should be cleaned annually to provide peak performance. When the sediment volume has reduced the storage area by 20% or the depth of sediment has reached approximately 25% of the diameter of the structure. The oil and floatable debris can be directly observed and removed through the oil chamber access port. CDS recommends cleaning of both sediment and oil chambers once a year. Once the sediment and oil chambers are cleaned, the unit must be refilled with water until the water height reaches the outlet orifice. The cleanout and disposal techniques must follow confined space entry regulations, and be in accordance with local regulations. Inspect the unit immediately after an oil, fuel or chemical spill. Deep Sump and Hooded Catch basin Four times a year Clean before sump is 40% full and in the spring and fall as needed. Street Sweeping Twice a year Stormwater Control Manager ACELA Engineering Company VA Central Western Massachusetts Healthcare System, Northampton Stormwater Drainage Report 7/2/2018 Appendix J: Pollution Prevention Emergency Contacts Pollution Prevention Emergency Contacts VA Central Western Massachusetts Healthcare System, Northampton Name Agency Bus. Phone Cell Phone Home Phone Property Emergency Contacts VA Police Dispatch 413-584-4040 x3029 City of Northampton Contacts