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2015-01-06 Stormwater Analysis & Drainage Report 12/2014
WittenHorsley hy Sustainable Env ronmen al ,dos Itions ��5y Stormwater Analysis and Drainage Report West Hill Redevelopment High Street Norther, MA September 2014 Revised December 2014 r � a ffi4�4�d P&'ECfx� RCG LLC 7 Ivaloo,Street,Suite 100 Somerville,MA 02143 Submittedby. n Group,I t � r i � L TABLE OFCONTENTS Page 1.0 5TOR[NVVATER AND DRAINAGE NARRATIVE 1 1.1 Existing Conditions 1 1.2 Proposed Conditions 4 13 Drainage Design Methodology 6 2.0 COMPLIANCE WITH [WADEPSTOR[NVVATERSTANDARDS 9 3.0 CONSTRUCTION POLLUTANT CONTROLS 13 4.1 Structural Practices 12 4.2 Stabilization Practices 13 43 Other Types ofControls 14 4.8 CONSTRUCTION STORK8VVATER OPERATION AND MAINTENANCE 17 5.0 REFERENCES 19 TABLES Table 1: Impervious Cover Reduction 3 Table 2: Peak Flow and Volume Comparison 9 FIGURES Figure 1: USG5Locus FiQure2: Aerial Photograph FiQune3: Existing Constraints Map Figune4: FEK4A National Flood Hazard Map FiguneS: Essex County Soils Map APPENDICES Appendix A: Drainage Area Maps AppendixB: HydroCADO Drainage Calculations AppendixC: U.S. Rainfall Frequency Atlas AppendixD: BionetentionSizing Calculations AppendixE: T33 [a|cu|ations AppendixF: Tree Filter Pit Sizing Calculations AppendixG: Soil Evaluations Stormvvater Analysis and Drainage Report Horsley Witten Group, Inc. West Mill Redevelopment SepiemberZO14 North Andover, MA i ' 1.0 STORMWATER AND DRAINAGE NARRATIVE This Drainage Report provides a summary of the stormwater management system for the proposed mixed use redevelopment on the West Mill Complex in North Andover, Massachusetts. The purpose of this report is to describe the pre- and post-development on-site conditions as well as the practices to be used to reduce pollutants in stormwater discharges during and after construction. The proposed stormwater system for the West Mill Complex and the associated parking area has been developed to incorporate "low-impact" design elements. The proposed design minimizes and reduces impervious surfaces where possible and incorporates bioretention, bioswales and tree filter pits into the site design to provide pretreatment. This project falls under Standard 7, Redevelopment, of the Massachusetts Stormwater Standards (MASWMS) (revised in February, 2008). Therefore, proposed drainage design adheres to the MASWMS to the maximum extent practicable. The proposed design conforms to both the Standards and the Town Bylaws by treating the 1.0-inch runoff event. Peak flows have been reduced for the 2, 10, 25, and 100-year storm events. The proposed stormwater controls will be operated and maintained appropriately during regular operation of the site in the post-construction period as well as during the construction phase. 1.1 Existing Conditions The project site is located at the West Mill complex at 4 High Street in North Andover, Massachusetts (Figures 1 and 2). West Mill includes three parcels of land, Parcel One (9.57 acres), Parcel Two (6.80 acres), and Parcel Three (0.30 acres), all located on the west side of High Street. To the east of the Property is East Mill. Parcel One consists of 422,532 square feet (or 9.57 acres) of land and is designated on the Town Assessor's Maps as Map 54, Lot 1. Parcel One includes 4 High Street which is an existing three-story historic building containing approximately 22,491 square feet (SF) of gross floor area, along with the main mill building, consisting of 178,130 SF of gross floor area. Parcel One also includes a recently improved courtyard area with associated parking and landscaping improvements. See civil plan sheet C-4 for a summary of Parcel One buildings and building numbers. Parcel Two consists of 296,228 SF (6.80 acres) of land, is located on the northern corner of the West Mill complex, and includes an existing parking filed, a baseball filed, and adjacent open space. Parcel Three consists of 13,213 SF (0.30 acres) of land, is located on the southerly side of Water Street, and is currently serving as a parking lot. For the purposes of this Application, the project site is defined solely as the area delineated by the Limit of Work as indicated on the Permitting Plan set. Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. West Mill;Redevelopment September 2014 North Andover, MA 2 Revised December 2014 Wetland Resources& Regulated Areas Wetlands are located on or in the general vicinity of this site and are subject to MADEP Stormwater Standards. For this project, strict adherence to the Handbook is not mandatory because the project is classified as a redevelopment. Rare Species Habitat According to the Massachusetts Natural Heritage Atlas (Massachusetts Natural Heritage & Endangered Species Program (13th Edition, October 1, 2008), the site is not located within Estimated Habitat of Rare Wildlife and Certified Vernal Pools or Priority Habitat of Rare Species (Figure 4). Flood Zone Designation According to the FEMA Flood Insurance Rate Map (Figure 5) the property is located within F.I.R.M. Zones X and AE (Elevation 74) as shown on community panel No. 25009C 0209F dated July 3, 2012. Drainage The majority of the western portion of the site surface runoff currently drains via overland flow across the parking area, loading docks and access road to a closed pipe drainage system discharging to Osgood Pond at three outlet locations. The existing parking lot and courtyard at the front entry of building 37, bordering High Street, is also collected by a closed pipe system and discharges to a 15" outlet pipe into the existing twin 60 inch pipes running from east to west through the property. An existing 15,000 gallon drainage overflow tank is also part of this drainage system which then pumps via a 6" pipe to the 60 inch culvert pipes under the existing buildings. The roof runoff of building 37 is collected through existing internal downspout. The downspouts discharge to an existing retention pond, which outlets to Osgood Pond, located northeast of Building 37. According to the Essex County, Northern Part Soil Survey(2013), the soils underlying the site are classified as Urban Land. The surrounding soils are Canton fine sandy loam, Charlton fine sandy loam, and Woodbridge fine sandy loam (Figure 5). Canton fine sandy loam and Charlton fine sandy loam are both classified as well-drained soils and a Hydrologic Soil Group B; Woodbridge fine sandy loam is classified as moderately well-drained with a Hydrologic Soil Group C. Urban Land is described as "excavated and filled land" and has been modeled conservatively as Hydrologic Soil Group C. Five test pits have been performed at the site as of November 13, 2014. The Estimated Seasonal High Groundwater (ESHGW) has been assumed to Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. West Mill Redevelopment September 2014 North Andover, M-A 3 Revised December 2014 range from approximately 73L5to77.5 depending onlocation on site, See Appendix G for test pit data. The subsoil infiltration rate was determined to be between 1.2 and 2,6in/hr. 1'2 Proposed Conditions The proposed project will involve the demolition of a portion of the existing building, construction of parking lots, sidewalks, drive aisles, and incorporation ofsiorrnvvater best management practices. The total proposed impervious area (including both the building and paved surfaces) will be decreased from the existing conditions (see Table 1). Table 2: Impervious Cover Reduction Existing Proposed Delta DRIVEWAY AND PARKING 31,394 59,906 28,512 SIDEWALKS 6,012 13,913 7,901 BUILDING 97,233 52,567 '44,666 TOTAL SITE IMPERVIOUS 134,639 126,386 -8,253 The Stormwater Management System has been designed to accomplish the following major objectives: 0 To capture, treat at a noininourn the so-called "first flush" (first l inch ofstornovvater runoff)from the impervious surfaces in order to maintain or improve water quality conditions when compared to existing conditions; 1 , 0 To provide groundwater recharge through pavement reduction and infiltration to the greatest extent practicable in conformance with the Massachusetts Department of Environmental Protection groundwater recharge criteria through the reduction of impervious cover; and a To minimize runoff from the post developed conditions at the study points located along Osgood Pond. These objectives are met through the use of the following stormwater management measures: • Pavement Reduction Reduction of total site imperviousness by utilizing the minimum roadway, parking and driveway widths acceptable to local safety officials (i.e., Fire and Police Department). • Bioretention Areas 3ha||ovv underdrained binretentinn areas sized to treat the 1.0-inch storm event for water quality treatment of runoff from the driveway, walkways, and parking areas. The shallow landscape within the bioretention area is designed to filter runoff sediment and facilitate pollutant uptake through vegetation that will be planted within the binretenhonarees. 5tormwater Analysis and Drainage Report Horsley Witten Group, Inc. West Mill Redevelopment September20l4 North Andover, K3A ( ' 4 Revised December 2014 ` Where space is available, bioretention areas are located down gradient of impervious surfaces to provide stormwater pretreatment and infiltration for the smaller more frequent rain events. The bioretention system (also referred to as a "raingarden" or a "biofilter") is a stormwater management practice designed to collect and treat stormwater runoff using a conditioned planting soil bed and planting materials to filter runoff stored within a shallow depression. The method combines physical filtering and adsorption with bio-geochemical processes to remove pollutants. The system consists of an inflow component, a pretreatment element, an overflow structure, an underdrain, a shallow ponding area (less than nine inches deep), a surface organic layer of mulch, a planting soil bed, and plant materials. Check dams are provided to reduce runoff velocities, control flow, and capture sediment. • Tree Filter Pits (StormTree) Tree pit filters are in-ground containers typically containing street trees in urban areas. Runoff is directed to the tree pit, where it is filtered by vegetation and soil prior to entering the contained conveyance system.Tree filters adapt bioretention principles used in rain gardens to enhance pollutant removal, improve reliability, standardize and increase ease of construction, and reduce maintenance costs. (WERF, 2013) "The StormTreeT" is a proprietary stormwater management system that integrates common street trees with stormwater runoff collection and pollutant remediation through a variety of physical, chemical, and biological processes. Unlike closed concrete box systems, the StormTree TM system has a unique open design which not only allows for direct vertical infiltration of"cleansed" stormwater to replenish the native groundwater, but also has side openings,to allow for additional infiltration, as well as allowing for unrestricted root growth to support healthy tree growth. StormTree TM relies on direct infiltration, as well as an expanded engineered media layer to treat larger drainage areas. The standard tree filter system can treat up to 0.50 acres." (StormTree, 2014) These tree filters are proposed to be integrated into the parking lots. Stormwater runoff is captured via an integrated catchbasin system to trap sediment and allow for overflow into the treatment system. Whenever the rate of runoff flow exceeds the available treatment capacity of the tree pit, the additional runoff will discharge to an overflow structure within the tree filter and discharge to the closed pipe conveyance system. • Underground Storage Chambers (StormTech) Underground infiltration systems are to be constructed under the proposed parking lots to provide detention. Due to the depth the groundwater, localized infiltration and groundwater recharge will not be provided and the system will be lined with a geornernbrane liner. The treated runoff from the proposed parking lots, roads, Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. West Mill Redevelopment September 2014 North Andover, MA 5 Revised December 2014 sidewalks and roofs is directed to the underground infiltration systems. To provide additional pretreatment before infiltration an Isolator Row is provided with the infiltration chambers. "The Isolator Row is a row of chambers that is completely encased in geotextile filter fabric and acts as a sediment trap. A strip of woven geotextile is placed under the entire length of the row between the chambers and base stone.This provides a "floor" to the row that allows water to pass, but traps sediment and debris. A strip of non-woven geotextile is wrapped over the top of the chambers for the entire length of the row, separating the chambers from the cover stone, providing further filtration as the row fills.The Isolator Row is the first row in the chamber bed at each inlet point. Small storm events and the first flush of larger storms (which carry the most debris) are directed into the Isolator Row first via a weir plate in the access structure or through elevation differences in the manifolds. Only when the Isolator Row fills does the water build enough of a head to top the weir plate, or reach the manifold invert to the standard rows.This overflow option provides a way to fill the system quickly during large storm events." Stormwater runoff quality was evaluated to ensure that pollutant export from the project site was minimized to the maximum extent practicable. The stormwater management system for the site was designed in accordance with the DEP Stormwater Management Policy and the applicable criteria within the Town of North Andover Regulations. Details of the proposed project are provided on the,enclosed site plans entitled "West Mill Redevelopment—Permitting Plans' North Andover, Massachusetts"(dated September 2014). 1.3 Drainage Design Methodology and Analysis The drainage design was completed by performing a series of tasks that included: ® Researching existing soil information; ® Determining site drainage areas and sub catchments; ® Sizing the stormwater quality BMPs; and ® Modeling the proposed drainage network with HydroCAD° software. The soil at the site is classified as Urban Land, which is described as "excavated and filled land". The site has been modeled conservatively as Hydrologic Soil Group C with and ESHGW elevation ranging from 73.5 to 77.5. The subsoii infiltration rate was determined to be between 1.2 are 2.6 in/hr. Due to the relatively shallow depth to groundwater and the low infiltration rate of the underlying soils, infiltration was the prisrnary objective in the drainage design and therefore was not incorporated into the drainage design and model. The existing project drainage area is 4.01 acres (175,000 sf) and currently comprised of four sub catchments: DA1, DA2, DA3, and DA4. Three of the four sub catchments (DA1, DA2, and DA3) Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. West Mill Redevelopment September 2014 North Andover, MA 6 Revised December 2014 discharge directly to Osgood Pond (Study Point 1-SP1) with DA4 discharging to the culvert under existing building 37. See Appendix A for both "Pre" and "Post" developed" Drainage Area Maps. ® DA1 is comprised of the western (rear) parking area and is approximately 0.64 acres (28,045 sf). The subcatchment is 64% impervious and includes landscaping, grass, wooded buffer, driveway, and parking area. The runoff from this subcatchment drains to the pond via the existing site drainage system and 12" outlet (SP1a). ® DA2 is comprised of the western access driveway between the buildings and the pond and is approximately 0.11 acres (4,795 sf). The subcatchment is 55% impervious and includes the driveway and surrounding landscape. The runoff from this sub catchments drains to the pond via the existing site drainage system and 12" outlet (SP1b). ® DA3 is approximately 2.23 acres (97,233 sf) and comprised of the buildings 37. The subcatchment is 100% impervious and drains to an existing retention pond (P1) located to the northwest corner of the buildings.The retention basin discharges to the pond via an 18" pipe. ® DA4 is the front entry along High Street and is approximately 1.04 acres (45,116 sf). The subcatchment is approximately 36% impervious and is comprised of an access drive, parking spaces (pervious pavers), raingardens and associated landscaping. The runoff from this subcatchment drains to an existing closed drainage system that includes catchbasins, manholes to discharges to a 15" outlet pipe into the existing 60 inch pipes running through the property. An existing 15,000 gallon drainage overflow tank is also provided as part of the this drainage system which then pumps via a 6" pipe to the 60 inch culvert pipes under the existing buildings. The proposed project drainage area is 4.01 acres (175,000 sf) and comprised of 11 sub catchments: DA1, DA1a, DA1b, DAR, DA2, DA3, DA3a, DA3b, DA4, DA4a, and DA4b. All eleven of the sub catchments will continue to discharge to Mill Pond, Study Point 1 (SP1). ® DA1 has been adjusted to reflect the proposed improvements and grading changes to the rear parking lot. DA1 includes the rear parking lot and associated landscape and buffer. The subcatchment is approximately 17,052 sf and is 45%impervious. The runoff from this area drains to bioretention area 1 (13101) for treatment and underground recharge chamber field (URC-1) for storage prior to discharge via the existing 12" outlet (SP1a). ® DA1a includes is approximately 8,371 sf of the proposed parking lot. This subcatchment is approximately 58% impervious and also drains to a tree filter pit for treatment and then into underground recharge chamber filed (URC-1). Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. West Mill Redevelopment September 2014 North Andover, MA' 1, 7 Revised December 2014 * DA1bindudesaporUonoftheprnposedporWng |otondAccessRoad "A" (2,897mR. This subcatchment is 74% impervious and drains to a BIO 2 for treatment and then into underground recharge chamber filed (URC-1). * DAIc includes a portion of Access Road "A" (3,335 sf). This subcatchment is 80% impervious and drains to a BIO 3 for treatment and then into underground recharge chamber filed (URC-1). * DA2has divided into three aobcatchnnentsto reflect the proposed improvements and grading changes to the rear parking lot and access drive. SubcatchrnentDA2 includes the parking lot access drive and bioretentlonarea 4 /B1[} 4\. The Sobcatchrnentis5,775 sfand is7296impervious. The runoff from this area drains to BN]4 for treatment prior to discharge via an18" outlet pipe to Osgood Pomd (3P11s). o DA2a has been created to reflect the proposes' improvements and grading changes to the rear parking lot and access drive, This subcatchrnent includes the rear access drives, The subcatchrnentis3,268sf and is539& impervious. The runoff from this area drains-to 131(}8 for treatment prior to discharge via an 18" outlet pipe toOsgood PQnd(SPlb). o DAJb has been created toreflect the proposed improvements and grading changes to the rear parking lot and access drive, This oubcatchrnemtimc|udes the associated vegetated buffer. The subcatchrnentis1,444sf and isO% impervious. The runoff from this area drains to Osgood Pond (SPI). • DA3 includes therernainderof Building 37 and is approximately S2,S67of. The subcatchment is 100% impervious and drains to an existing retention pond (Pl) located to the northwest corner of the buildings. The retention basin discharges to the pond via an18" pipe. w DA3a includes the western portion of the proposed new parking area replacing a razed portion on Building 37 and is approximately l7,3G7sf. The subcatchnnentis91Y6 innperviousanddrainstoB|(} Sfortreatnnentpriortndischargev)aan18" out|etpipeto Osgood Pond /SP1h\. • DA3b includes the northeastern portion of the proposed new parking area replacing a razed portion on Building ]7 and is approximately 14,629sf. The subcatchnnentis8896 impervious and drains to BIO 6 for treatment prior to discharge via an 18" outlet pipe to Osgood Pond /SP1b\. • DA4 has been adjusted to reflect the proposed improvements and grading changes to the rear parking lot Thesuboatchnnent includes the front entry along High Street and is approximately 41,380 sf and is approximately 38% impervious and is comprised of an access drive, parking spaces (pervious pavers), raingardens and associated landscaping. The runoff from this subcatchment drains to an existing closed drainage system that Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. - West Mill Redevelopment / September2014 � , North Andover, MA 8 n Revised DecemberJU14 /� includes catchbasins, manholes to discharges to a 15" outlet pipe into the existing 60 inch pipes running through the property. An existing 15,000 gallon drainage overflow tank is also part of this drainage system which then pumps via a 6" pipe to the 60 inch culvert pipes under the existing buildings. ® DA4a includes the southeastern portion of the proposed new parking area replacing a razed portion on Building 37 and is approximately 4,791 sf. The subcatchment is 89% impervious and drains to a tree filter pit for treatment prior to discharge to a 15" outlet pipe into the existing 60 inch pipes running through the property described in DA4 above. ® DA4b includes the southeastern portion of the proposed Access Road "A" and is approximately 2,014 sf. The subcatchment is 70% impervious and drains to BIO 7 pit for treatment prior to discharge to a 15" outlet pipe into the existing 60 inch pipes running through the property described in DA4 above. The proposed Stormwater Management System was designed to accommodate pre- development site hydrologic conditions as well eliminate stormwater pollution from the proposed site conditions. Stormwater runoff quantity was evaluated for the 2-year, 10-year, 25-year and 100-year Type III, 24-hour storm for both pre-development and post-development conditions. The Stormwater Management System was sized to treat one-inch of runoff from the site. Pre-development and post-development conditions were modeled using HydroCAD software, which combines USDA Soil Conservation Service hydrology and hydraulic techniques (commonly known as SCS TR-55-and TR-20) to generate hydrographs (Appendix B). The rainfall amounts used for calculating runoff for the storm events were obtained from the Rainfall Frequency Atlas of the United States (TP40) (Appendix C). Table 2: Peak Flow and Volume Comparison STUDY POINT 1(SP1)-OSGOOD POND PRE-DEVELOPMENT POST-DEVELOPMENT PERCENT REDUCTION' DESIGN PEAK FLOW VOLUME PEAK FLOW VOLUME PEAK' STORM (CFS) (AF) `' (CFS) (AF) FLOW VOLUME 2 YR 9.28 0.955 9.13 0.932 1.6% 2.4% 10 YR 12.86 1.341 12.38 1.312 3.7% 2,1% 25 YR 15.39 1.635 14.86 1.600 3.4% 1 2.1% 100 YR 18.74 2.094 18.71 2.052 0% 2.0% 2.0 COMPLIANCE WITH MADEP STORMWATER STANDARDS The Massachusetts Stormwater Standards were revised in February, 2008 to include ten stormwater management standards, established jointly by the DEP and the Office of Coastal Zone Management and published in the 2008 update of the Stormwater Management Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. West Mill Redevelopment September 2014 North Andover, MA 9 = Revised December 2014 Handbook. Projects that are within the jurisdiction of the Wetlands Protection Act Regulations, 310 CMR 10.00 are subjected to these Stormwater Management Standards. For this project, strict adherence to the Handbook is not mandatory because the project is classified as a redevelopment; therefore the project meets the standards to the greatest extents practicable. In addition,the stormwater management system was designed in accordance with the Town of North Andover Regulations and Bylaws. The following is a list of Stormwater Management Standards and accompanying description of compliance for the West Mill Redevelopment project. 1. No new Stormwater conveyances (e.g. outfalls) may discharge untreated stormwater directly to or cause erosion in wetlands or waters of the Commonwealth. This project is a redevelopment and there is a proposed reduction in impervious area, therefore, no new untreated stormwater runoff will be directed to the receiving water body. 2. Stormwater management systems shall be designed so that post-development peak discharge rates do not exceed pre-development peak discharge rates. Discharge rates for pre and post-development were calculated using HydroCADO 2009, and SCS-TR20 based stormwater modeling computer program (Appendix B). Post-development peak discharge rates for the 2-year, 10-year, 25-year and 100-year storms are reduced due to the reduction in impervious cover. A comparison summary table of the peak flows and volumes is shown in Table 2. 3. Loss of annual recharge to groundwater shall be eliminated or minimized through the use of infiltration measures including environmentally sensitive site design, low impact development techniques,Stormwater best management practices, and good operation and maintenance.At a minimum,the annual recharge from the post-development site shall approximate the annual recharge from pre-development conditions based on soil type. This Standard is met when the stormwater management system is designed to infiltrate the required recharge volume as determined in accordance with the Massachusetts Stormwater Handbook. Impervious cover is being reduced in the post development condition;therefore, site recharge amounts will be slightly greater than pre conditions. 4. 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: Suitable practices for source control and pollution prevention are identified in a long- term pollution prevention plan, and thereafter are implemented and maintained; Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. West Mill Redevelopment September 2014 North Andover;MA 10 Revised December 2014 ® Structural stormwater best management practices are sized to capture the required water quality volume determined in accordance with the Massachusetts Stormwater Handbook; and ® Pretreatment is provided in accordance with the Massachusetts Stormwater Handbook. The project satisfies all three of the above requirements. Source controls and pollution prevention will be controlled by the methods outlined in the Post-Construction Stormwater Operation and Maintenance Plan. The stormwater management treatment system for the site has been selected and sized to equal or exceed the required 80%average annual load of TSS, as follows: Tree Filter Pits: Recommended design rate: 90% Bioretention: Recommended design rate: 90% Isolator Row Recommended design rate: 80% An Operation and Maintenance Plan will be provided prior to construction to ensure that the stormwater system continues to function as it was designed into the future. TSS removal calculations are provided in Appendix D. 5. 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. No area on the proposed site is designated as a land use with higher potential pollutant loads. 6. 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 Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. West Mill Redevelopment September 2014 North Andover, MA _ 11 Revised December 2014 from the receiving water or wetland and receive the highest and best practical method of treatment. A°stmrmn water discharge" aa defined in314Ck8R 3'04/2\(a)Ior(b)toan Outstanding Resource Water mr Special Resource Water shall comply with 314 CKMQ3'ODand 314 CKHR4'QO' Stornmvvater discharges to a Zone | or Zone Aare prohibited unless essential to the operation ofa public water supply. The site is not within a Zone || wellhead protection recharge area for public water supply. As explained in Standards 4 and S, bioretenbon areas, biV svva|es, and tree filter pits will be incorporated into the stormwater best management practices (BMP) to treat the water quality volume. The site is not within an Outstanding Resource Water or Special Resource Water. 7' A redevelopment project is required to meet the fu||owvingGtormnxuater 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 G' Existing stormwater discharges shall comply with Standard I only to the maximum extent practicable. Aredevelopment project shall also comply with all other requirements of the StornnxuaterKDanagemnent Standards and improve existing conditions. The proposed site complies with the Standards required for new development projects to the maximum extent practicable. The proposed stormnvvater management improves the existing conditions through the reduction of impervious cover and the addition of a stormwater treatment practice (bioretention areas and tree filter pits) as well as the capture of stormwater for treatment and storage in the underground recharge chamber fields. To the maximum extent practicable, the proposed stormwater management system is designed to treat the 1- inch runoff event; therefore exceeding requirements for Standard 7. 8' 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. An Erosion and Sediment Control Plan has been developed and silt socks will be used at all existing catchbasin structures within the Limit of Work. A silt sock will be placed at all down- gradient areas to prevent sediment from reaching the adjacent wetland and/or discharging off- site. AStornnvvater Pollution Prevention Plan /SVVPPP\ will also be developed prior to construction per the National Pollutant Discharge Elimination System requirements for construction sites with a disturbance of greater than 1acre. 9' A long-term operation and maintenance plan shall be developed and implemented to ensure that stmrnnuvater management systems function aydesigned. An Operations & Maintenance Manual will be provided under separate cover. 10' All illicit discharges to the stormwater management system are prohibited. Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. i West Mill Redevelopment / [ September 2014 � [ ` North Andover, MA .'l2 ` Revised December 2U14 v � The Long-Term Pollution Prevention Plan will be provided in the Operations & Maintenance Manual. There will be no illicit discharges to the stormwater management system. An illicit discharge compliance statement will be submitted prior to the discharge of any stormwater to post-construction BMPs. 3.0 CONSTRUCTION POLLUTANT CONTROLS A phased approach will be used to reduce erosion and increase sediment controls during the construction period. Perimeter controls and sediment settling devices will be installed during construction to minimize sediment movement in stormwater and to protect the adjacent wetland and any associated buffers on the property. 4.1. Structural Practices The following are the structural practices that will be implemented as part of the construction activity. ® Silt Fence & Haybales and/or Sediment Silt Sock Barrier will be installed prior to commencement of construction. This type of practice creates erosion control barriers to intercept sediment in diffuse runoff. The Town will be informed upon installation so that they may inspect these barriers prior to construction. Portions of the erosion control barriers will be replaced and/or repaired as necessary to prevent erosion. Barriers will be installed parallel to land slope at the perimeter of the work site. In addition, silt sock barriers will be installed around the bioretention areas during construction. • Silt Sacks (or approved equivalent) will be installed at identified existing catch basins and following construction of the proposed catch basins to prevent sedimentation during the any additional construction. The Silt Sack will be replaced and disposed of off-site if damage is observed. ® Bioretention Area(s) will be graded to within one foot of design elevations until site is fully stabilized to capture sediment during construction. Heavy equipment will not be allowed to operate on the surface location where the systems are planned because soil compaction would adversely impact their long-term performance. Sediment Silt Sock Fencing will be utilized around the perimeter of the bioretention systems during construction. Light earth-moving equipment will be used for excavation and construction of the systems. All excavated materials from the area will be removed and disposed of in an approved location. All bioretention areas will be inspected at least once every seven calendar days and immediately after storm events by the Construction Manager. Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. West Mill Redevelopment September 2014 North Andover, MA 13 " Revised December 2014 ® Slope Stabilization will be installed immediately upon obtaining final grades as shown on the project site plans. Areas that fail to stabilize will be re-graded to final grade and stabilized as necessary. Amount of land disturbed will be minimized to reduce potential for erosion and sedimentation. Stabilization measures shall be initiated within 14 days following the end of construction at each portion of the site and as soon as practicable. The entire stormwater management system including piping, inlets, and bioretention facility will be inspected upon completion of construction. Sediment will be removed from all elements of the stormwater management system. All control measures must be installed and maintained in accordance with manufacturer's specifications, good engineering practices, and in accordance with this report (every seven calendar days and after storm events). If inspections show that a control has failed or been installed incorrectly, the Operator must replace or modify it within 24 hours. Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. West Mill Redevelopment September 2014 North Andover, MA 14 Revised December 2014 4.2. Stabilization Practices The amount of land disturbed during construction will be minimized to reduce the potential for erosion and sedimentation. Prompt surface stabilization will be practiced to control erosion in areas where disturbances cannot be avoided during construction. Stabilization measures shall be initiated within 14 days following the end of construction at each portion of the site. Exceptions to this requirement are allowable when snow cover prevents the initiation of stabilization within 14 days, in which case such measures shall be undertaken as soon as possible. Stabilization measures that will be, or may be, used during construction are described below: ® Temporary Seeding—Temporary seeding of disturbed surfaces with fast-growing grasses (annual rye)to provide greater resistance to stormwater runoff and/or wind erosion for areas where construction has temporarily ceased. ® Permanent Seeding—Permanent seeding of surfaces with vegetation, including but not limited to grass, trees, bushes, and shrubs,to stabilize the soil. Establishing a permanent and sustainable ground cover at a site stabilizes the soil while reducing the sediment content in runoff. ® Permanent Planting—the contractor shall install and adequately establish all planting as required at the completion of the project. ® Mulching—materials, including but not limited to hay, grass, woodchips, straw, and gravel will be placed on the soil surface to cover and hold in place disturbed soils. Temporary seeding or other soil stabilization measures will be provided where construction activities have ceased at the site. Topsoil stockpiles will be temporarily seeded to prevent erosion, and will be surrounded with silt fence. When the site's final grade has been established, permanent vegetation will be planted on the disturbed areas. The vegetation will consist of grass, shrubs, bushes, and trees. 4.3. Other Types of Controls Additional controls/practices will be undertaken to reduce pollution in stormwater runoff flows which include, but are not limited to, control of off-site mud tracking from construction site, dust suppression, proper sanitary waste disposal, earthwork procedures timed and conducted in manners aimed to minimize erosion and sedimentation, snow removal plans, proper management of waste materials, proper management of hazardous waste, proper material stockpiling, and spill prevention and control measures. Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. West Mill Redevelopment September 2014 North Andover, MA 15 Revised December 2014 ® Dust Suppression—Water sprays shall be used to control dust during extended dry periods during construction. ® Sanitary Wastes—All sanitary wastes will be collected from the portable units by a licensed sanitary waste management contractor(as required by local regulations). ® Earthwork—The exposure of disturbed surfaces to stormwater and potential stormwater erosion will be minimized by well organized earthwork procedures. Stabilization procedures shall be undertaken in accordance with this report. Grubbing during wet seasons will be avoided if feasible. ® Snow Removal Plan—Plowed snow collected from the parking areas will be deposited onto free draining, pervious surfaces, away from the site's drainage conveyance structures to maximize infiltration. Snowmelt runoff that is not infiltrated will be directed to the site's stormwater management system. Snow is not to be plowed or piled onto the stormwater management facility or wetlands. ® Waste Materials—Dumpsters rented from a licensed solid waste management company will be used to store solid waste and debris that cannot be recycled, reused or salvaged. The dumpsters will meet all local and state solid waste management regulations. Dumpsters will be covered when refuse is not being directly deposited or withdrawn from them. Potentially hazardous wastes will be separated from normal wastes, including segregation of storage areas and proper labeling of containers. Removal of all waste from the site will be performed by licensed contractors in accordance with applicable regulatory requirements and disposed of at either local or regional approved facilities. Waste materials will not be buried on-site. All site personnel will be instructed regarding the correct procedures for waste disposal. Notices stating these procedures will be posted at the site. Solvents and flushing materials used during construction and pre-operational cleaning will be provided, handled, managed, and removed by the contractor for appropriate off-site disposal. ® Hazardous Waste Materials—Any disposal of hazardous materials will be completed using the required paperwork. Copies will be provided to the Engineer and to the Town. ® Spill Prevention and Control Measures—To minimize the risk of spills or other accidental exposure of materials and substances to stormwater runoff, the following material management practices will be used throughout the project: o An effort will be made to store only enough products required to do the job. o All materials stored on-site will be stored in a neat, orderly manner in their appropriate containers and, if possible, under a roof or other enclosure. o Products will be kept in their original containers with the original manufacturer's label. Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. West Mill Redevelopment September 2014 North Andover, MA 16 Revised December 2014 o Substances will not be mixed with one another unless recommended by the manufacturer. o Whenever possible,the maximum amount of a product will be used before disposing of the container. o Manufacturers' recommendations for proper use and disposal will be followed. o The site superintendent will conduct daily inspections to ensure proper use and disposal of materials. To reduce the risk associated with hazardous materials used on the site, the following practices will be used: o Products will be kept in original containers unless they are not resealable. o Original labels and material safety data sheets will be retained and kept on-site; they contain important product information. o If surplus product must be disposed of, manufacturers' or local and state recommended methods for proper disposal will be followed. ® Materials List- Materials or substances listed below are expected to be present on-site during construction: - Concrete - Fertilizers -Asphalt - Petroleum Based Products - Paints (enamel and latex) - Cleaning Solvents - Metal Studs - Wood - Concrete - Tar -Sealants - Adhesives The following product-specific practices will be followed on-site: Petroleum Products-All on-site vehicles will be monitored for leaks and receive preventative maintenance to reduce the chance of leakage. Petroleum products will be stored in tightly sealed containers which area clearly labeled. Any asphalt substances used on-site will be applied according to the manufacturers' recommendations. Fertilizers—Fertilizers used will be applied only in the minimum amounts recommended by the manufacturer. Once applied, fertilizer will be worked into the soil to limit exposure to stormwater. Products will be stored in a covered shed. The contents of any partially used bags of fertilizer will be transferred to a sealable plastic bin to avoid spills. Paints—All containers will be tightly sealed and stored indoors when not required for use. Excess paint will not be discharged to the storm sewer system Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. West Mill Redevelopment September2014 North-Andover, MA 17 Revised December 2014 but will be properly disposed of according to the manufacturers' instructions or state and local regulations. Concrete Trucks—Concrete trucks will not be allowed to wash out or discharge surplus concrete or drum wash water on the site. In addition to the good housekeeping and material management practices discussed in the previous sections of this plan, the following practices will be followed for spill prevention and cleanup: ® Manufacturers' recommended methods for spill cleanup will be clearly posted, and site personnel will be made aware of the procedures and location of the information and cleanup supplies. ® Materials and equipment necessary for spill cleanup will be kept in the material storage area on-site. Equipment and materials will include, but not be limited to, brooms, dust pans, mops, rags, gloves, goggles, speedi-dry, sand, sawdust, and plastic and metal trash containers specifically for this purpose. ® All spills will be cleaned up immediately after discovery. Spills large enough to reach the storm water system will be reported to the National Response Center at 1-800-424- 8802. The spill area will be kept well ventilated and personnel will wear appropriate protective clothing to prevent injury from contact with a hazardous substance. ® Spills of toxic or hazardous material will be reported to the appropriate state or local government agency, regardless of the size. ® The site superintendent responsible for the day-to-day site operations will be the spill prevention and clean-up coordinator. He will designate at least three other site personnel who will receive spill prevention and cleanup training. These individuals will each become responsible for a particular phase of prevention and cleanup. The names of responsible spill personnel will be posted in the material storage area and in the on- site office trailer. 4.0 CONSTRUCTION STORMWATER OPERATION AND MAINTENANCE All stormwater management measures and controls identified in Section 2.0 of this Drainage Report shall be operated and maintained appropriately during the construction phase of the project and during regular operation of the site in the post-construction period. The General Contractor shall provide, inspect, and maintain all temporary control measures. The project will be constructed in a minimum of four phases and individual building may be constructed at Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. West Mill Redevelopment September 2014 North Andover, MA 18 Revised December 2014 different time periods during each phase. Temporary sedimentation basins, swales or other erosion and sediment control devices may need to be constructed on an as-needed basis during construction to aid in the capture of site runoff and sediment. It will be the responsibility of the site contractor, in consultation with the engineer, to size and create these temporary practices in appropriate locations as well as develop a specific erosion control plan for each phase of construction. The temporary stormwater controls will be inspected at least once every seven days and within 24 hours of storm events of 0.5 inches or greater, to prevent deficiencies in the effectiveness of the systems due to sediment build-up, damage, or deterioration. A summary of the maintenance plan is presented below. The temporary stormwater control system will be regularly inspected to ensure proper performance. The following operation and maintenance provisions will be provided: • Silt fences shall be inspected for depth of sediment, tears, to determine if the fabric is securely attached to the fence posts, and to determine if the fence posts are firmly in the ground. Silt fence will be replaced when necessary. • Hay/straw bales shall be inspected for depth of sediment and any breaches will promptly be repaired or replaced when necessary. • Silt Sacks/Socks shall be inspected for depth of sediment and any breaches will promptly be repaired or replaced when necessary. • Sediment shall be removed where accumulation reaches one-third the above ground height of any barrier, temporary basin, inlet/outlet structure, or inlet protection device. • Erosion control matting or blanket shall be inspected for tears and to ensure proper installation. Matting or blanket shall be replaced when necessary. • Once each workday structural control measures receiving flows from areas that have not been stabilized by established permanent seeding shall be inspected. • Remedial action shall be taken in areas where temporary and permanent seeding is deemed inefficient through weekly inspections to establish a stabilized surface. Other stabilization methods may be required. • Tracked sediment shall be removed daily from roadways and other pavements in the vicinity of the project area. • All BMP's will be cleared of accumulated foreign debris, including leaves and lawn cuttings. Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. West Mill Redevelopment VSeptember 2014 North Andover, MA I J k 19 Revised December 2014 ® All BMP's will be inspected for slope integrity and erosion. ® An appropriate snow removal plan shall be developed for all construction activities during winter months. ® All control measures will be inspected at least once every seven calendar days and within 24 hours after storm events of 0.5 inches or more. ® All signage and/or fencing demarking the project 'limits of disturbance' shall be replaced or repaired when necessary. ® Temporary tree protection shall be provided as shown on the Plans and remain in place for the duration of the construction activities. ® A maintenance inspection report will be made after each inspection. A copy of the form to be completed by the inspector is located in Operation and Maintenance Plan. All completed inspection reports must be kept onsite for the duration of the construction activities. ® All measures will be maintained in good working order, if a repair is necessary, it will be initiated within 24 hours of discovery. 5.0 REFERENCES 1. FEMA (Federal Emergency Management Agency). 2010. See their homepage at: httor`/ v.feramgov/. 2. MADEP (Massachusetts Department of Environmental Protection). 2008. Massachusetts Stormwater Standards Manual. 3. MADEP (Massachusetts Department of Environmental Protection). 2010. See their homepage at vwPiv.state.r ta.gov/de 4. MassGIS (Massachusetts Office of Geographic and Environmental Information). 2001. USGS Topographic Quadrangle Images. htt ��/v varass.gov/msi oaehtm. 5. MassGIS (Massachusetts Office of Geographic and Environmental Information). 2010. See their homepage at: htt : /, sj.mass.go r gis . Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. West Mill Redevelopment September 2014 North Andover, MA 20 Revised December 2014 Figu res r s ; � a Haverhill '=Grovs7and Sit Geor etawn rg v- North Boxlord w 3 Andover Andover Middleton 'M J� x A _ 4 _ v ggo w r t' Sw �_... Document Path:H:IProjects12014V4077RCGLLC-West Mill North AndoverlGlSIMapsIUSGS Locus.mxd South Groveland&Lawrence Topographic Quadrangle Legend llc>xsley Wirtren, (Irvyrlpl Site Parcel "sue w N USGS Quadrangle 4W High Street 0 2,000 North Andover, MA 1°° = 2,000 feet Date:9/16/2014 Figure 1 r, y pp i J f1 1 /d s< �i r � i'ita�iob e - d hs a ra 1cs ' Document Path:H:IProjects12014114077 RCG LLC-West Mill North AndoverlGISlMapslAer al.mxd *Data Source:MassG/S Legend I1("Yr'J,k.V ��ztter= (73.' cur &V=tnM&zr Site Parcel � a Parcels N Aerial Photo 4W High Street 0 400 North Andover, MA 1"=400 feet Date:9/16/2014 Figure 2 7 a a r, s c yyy M ' f s- t r 3 v, a R F q ourc�e• �rl xtalGf©be - u d ohs ar o ra�ics ~ Document Path:MProjects12014U4077 RCG LLC-West Mill North AndoverlGISIMapslConstraints.mxd 'Data Source:MassGIS Legend MassDEP Tier Classified DEP Wetlands Tfer Oil and/or Hazardous Material Shoreline Sites (MG c. 21 E Tier I I Site Parcel ( ) - Hydrologic Connection Parcels N - - Wetland Limit Existing Constraints Massachusetts Historical Commission (MHC) Marsh/Bog 4W High Street r Machine Shop Village 0 400 Wooded marsh North Andover, MA ' Historic District 1 I - Inventory Points 1" =400 feet Open Water Date:9/16/2014 Figure 31 i rn y r x ,t a N. fs } F e x , ' $"�w e •'�`e" A$ T w., � ,may'=5 a' y r � yb e N= u y , Document Path:H:IProjects12014 0 40 77 RCG LLC-West Mill North AndoverlGISlMapsINFHL.mxd Legend "Data Source:MassG/S Site Parcel F'_1 Parcels Flood Zone Designations N FEMA National Flood FROM X _n AE: 1%Annual Chance of Flooding, with BFE Hazard Layer AE: Regulatory Floodway 0 400 4W High Street I X: 0.2%Annual Chance of Flooding I North Andover, MA 1" =400 feet Date:9/16/2014 Figure 4 r� 12"I'll NI, �w IWIFF, & 0-E, 11 U ---------------- ............. Docum en t Pa th:H:Projects\2014 k 140 77 RCG LL C-West Mill North A ndoveA GISIMaps ISoils.mxd *Data Source:MassGIS Legend HoTgey Witmem, Gxnmp N Site Parcel 31 OC, Woodbridge Parcels 405B, Chariton N Essex County Soils C�3 1, Water 420B, Canton 4W High Street 305B, Paxton 420C, Scituate 0 400 North Andover, MA 310B, Woodbridge C�3 602, Urban land 1 400 feet ��D=te:99/11 66�/2014 Figure 5 Appendix A Drainage Area Maps last modified:12/03/14 printed:12/03/14 by pk HAPmjoots\2014\14077 mg Iic-west mill north and°verl—ings-14077\14077-MISC\14077-DA-EX..dwg (PAV[O Puauc REST_ VARIABLE V4ph1) _ �O(yL' ZONE rG$ � 7 / � J t� 1 � L m It IB to Z➢ / D ED A m m I _ p 0 m v = A/y 0 zz C mo /— ❑ / z .� Z: pit m ur so o / l G7 y D o I ca Horsley Witten Group,Inc. Revisions S.E.0 BAss°ciales,Inc. RCG LLC susrainablc[nvir°nm°nral soiurl°ns PO Bo""' WEST MILL REDEVELOPMENT on3e:ons a°°aw PAo�ss t g gs)"5°'° NORTH ANDOVER,MASSACHUSETTS __. .----- EXISTING DRAINAGE MAP - �1 w h. w N � g 6 DA1 UP418 1 ` 44 sall s qs0 --oN r E zo -E—GEI N I a I \ ace$e O DA1b 8I DA2 \� 8' N II a'= BUILDING 6 DA3 \ z DA1c - a 0 sr S H REST_ o LU Q LU o VARIABLE WIDTH) I w 4 ' i LU 0_ p a N IT J 0 0 — DA4b a, �` a�a Q DA3b w .g3 __ W = a s I 6 2 DA4a p D- 3 BUILDING 36 vs 8o AD LEGEND SOIL TYPE LL 81 87, DRAINAGE WOODS,GOOD,HSG A URBAN LAND r �__ \ A4 AREA (HSG C) a - 82 - _82 BOUNDARY _- x I HOUSES GRASS,HSG A a )' = h a P.O.B. m PARCEL 3 S _ PAVEMENT a a I STUDY POINT o I m A POND Y El Im 0 60 E 1'CONTOURS(PROPOSED) 14077 HIGH STREET SCALE IN FEET (PAVED PUBLIC R.O.W.-50'ME) - 1'CONTOURS(EXISTING) N�2 of 2 p,.f; ..i 1_.'. Appendix B HydroCAD° Drainage Calculations 14077-Exist Prepared by Horsley Witten Group,Inc. Printed 12/2/2D14 HydroCADO 10.00 s/n 01445 02011 HvdroCAD Software Solutions LLC Paae 2 Area Listing(all nodes) Area CN Description (acres) (subcatchment-numbers) 0.165 70 Woods,Good,HSG C (DA1) 0.696 74 >75%Grass cover,Good,HSG C (DA1,DA2,DA4) 0.721 98 Paved parking,HSG A (DA1,DA2,DA4) D A 0.122 98 Paved sidewalk,HSG A (DA4) f 1 2.232 98 Roofs,HSG C (DA3) (DA1 ®A,f 0.087 98 Unconnected pavement,HSG C (DA4) A4 4.022 93 TOTAL AREA West Ac ess Rd Rear I king Front Entry P1b P1 a 12"Out t 1 ,, n�k, P1 15 Outlet � "Culvert Outlet DA3' Plc P1 Bldg 37 Detention Basin Mill Pond oub. I 11F Reach on Lmk Routing Diagram for 140T7-Exist Prepared by Horsley Witten Group,Inc., Printed 12/2/2014 '' ' Hyd,.CADCL 10.00 srs 01445 02011 HydroCAD Software Solutions LLC 14077-Exist Type/I/24-hr 2YR Rainfall=3.60" 14077-Exist Type///24-hr 2YR Rainfall=3.60" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD010 00 s/n 01445©2011 HydroCAD Software Solutions LLC Page 3 HydroCADO 10.00 s/n 01445 O 2011 HydroCAD Software Solutions LLC Page 4 Time span=0.00-72.00 hrs,dt=0.05 hrs,1441 points Summary for Subcatchment DA1:Rear Parking Runoff by SCS TR-20 method,UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff = 1.78 cis @a 12.07 his, Volume= 0.127 af, Depth= 2.36" Subcatchment DA1:Rear Parking Runoff Area=28,045 sf 63.90%Impervious Runoff Depth=2.36" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Tc=5.0 min CN=88 Runoff=1.78 cfs 0.127 of Type III 24-hr 2YR Rainfall=3.60" Subcatchment DA2:West Access Rd Runoff Area=4,795 sf 54.91%Impervious Runoff Depth=2.27" Area(sf) CN Description Tc=5.0 min CN=87 Runoff=0.29 cfs 0.021 of 17,921 98 Paved parking,HSG A Subcatchment DA3:Bldg 37 Runoff Area=97,233 sf 100.00%Impervious Runoff Depth=3.37" 0 98 Paved sidewalk,HSG A Tc=5.0 min CN=98 Runoff=7.87 cfs 0.626 of 7,175 70 Woods,Good,HSG C 2,949 74 >75%Grass cover,Good,HSG C Subcatchment DA4:Front Entry Runoff Area=45,116 sf 44.14%Impervious Runoff Depth=2.10" 28,045 88 Weighted Average Flow Length=80' Tc=8.0 min CN=85 Runoff=2.35 cfs 0.182 of 10,124 36.10%Pervious Area 17,921 63.90%Impervious Area Pond SP1:Mill Pond Inflow=9.28 cfs 0.955 of Primary=9.28 cfs 0.955 of Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Pond SP1a:15"Outlet Inflow=1.78 cfs 0.127 of 5.0 Direct Entry, Primary=1.78 cfs 0.127 of Subcatchment DAi:Rear Parking Pond SPlb:12"Outlet Inflow=0.29 cfs 0.021 of Primary=0.29 cfs 0.021 of Hydrouroon, � et Runott Pond SP1c:Detention Basin Peak Elev=78.58' Storage=2,108 cf Inflow=7.87 cfs 0.626 of r' 18.0" Round Culvert n=0.012 L=58.0' S=0.0043 T Outflow=5.26 cfs 0.626 of Pond SP1d:15"Culvert Outlet Inflow=2.35 cfs 0.182 of M Ra%nfa11�3.;60'! Primary=2.35cfs 0.182of Runafl Area=28b45 Sf Total Runoff Area=4.022 ac Runoff Volume=0.955 of Average Runoff Depth=2.85" RUhOff VdaUmEi--4A 27 61 21.40%Pervious=0.861 ac 78.60%Impervious=3.161 ac 42 V - -- - - Rt ttOff;D;ebft 3&" LL 1 Rc=5,.0 thin CN4$ 0 2 4 6 B 10 1214 16 18 20 22 24 26 26 30 32 34 36 36 40 42 44 46 46 50 52 64 56 56 60 62 6466 68 70 72 - Time(hours) 14077-Exist Type 1/124-hr 2YR Rainfall=3.60" 14077-Exist Type 11124-hr 2YR Rainfall=3.60" Prepared by Horsley Witten Group,Inc. Printed 1 2/212 0 1 4 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADO 10.00 s/n 01445 92011 HydroCAD Software Solutions LLC Page 5 HydroCADO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment DA2:West Access Rd Summary for Subcatchment DA3:Bldg 37 Runoff = 0.29 cfs @ 12.08 hrs, Volume= 0.021 af, Depth= 2.27" Runoff = 7.87 cfs @ 12.07 hrs, Volume= 0.626 af, Depth= 3.37" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Type III 24-hr 2YR Rainfall=3.60" Type III 24-hr 2YR Rainfall=3.60" Area(sf) CN Description Area(sf) CN Description 2,633 98 Paved parking,HSG A 44,666 98 Roofs,HSG C 2,162 74 >75%Grass cover,Good HSG C 52,567 98 Roofs HSG C 4,795 87 Weighted Average 97,233 98 Weighted Average 2,162 45.09%Pervious Area 97,233 100.00%Impervious Area 2,633 54.91%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 Direct Entry, Subcatchment DA2:West Access Rd Subcatchment DA3:Bldg 37 Hydroproph Hydrogrtlph -- "' - - -� ' - @M Runoff 032 - - r- 6 h Type III 24 hr 03 dz§1 , 0.26 - - - TY e 11124-hi'-- - - -- - - - b �Yk EWM4163.,60'' 024 Runpff krea4795 sf R66c4f Are 26 0.22 RUnof#VolU7udM 2336-asff- 0.2 Runoff UoIUn1e_0 021 of 6 Rt noff''Debth-3:3T° - - o.,s - Rtaklbffi De�2fh.2.2 "- 3 - -- - - - 3 0.16 8. 1 Z 4 � � Tc 5,.0 mail o.1a - e @�� --- - 0 OB 0.06 _ __ _ _ -4 0.04 0.02 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 60 52 64 66 68 60 62 64 66 68 70 72 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 60 62 64 66 68 60 62 64 66 68 70 72 Time(hours) Time(hours) 14077-Exist Type III 24-hr 2YR Rainfal1=3.60" 14077-Exist Type///24-hr 2YR Rainfall=3.60" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADOO 10 00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 7 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment DA4:Front Entry Summary for Pond SPi:Mill Pond Runoff = 2.35 cfs @ 12.12 hrs, Volume= 0.182 af, Depth= 2.10" Inflow Area= 4.022 ac, 78.60%Impervious, Inflow Depth= 2.85" for 2YR event Inflow = 9.28 cfs @ 12.12 hrs, Volume= 0.955 of Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Primary = 9.28 cfs @ 12.12 hrs, Volume= 0.955 af, Atten=0%, Lag=0.0 min Type III 24-hr 2YR Rainfall=3.60" Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Area(sf) CN Description 10,840 98 Paved parking,HSG A Pond SPi:Mill Pond 5,300 98 Paved sidewalk,HSG A 25,204 74 >75%Grass cover,Good,HSG C fiyclvsr r)1 3,772 98 Unconnected pavement HSG C m9ow 45,116 85 Weighted Average 10 ` __ =- P°mefY 25,204 55.86%Pervious Area Qle(d=4®�'Z;aC; 19,912 44.14%Impervious Area s 3,772 18.94%Unconnected ___ "_ Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 50 0.0080 0.11 Sheet Flow,Grass 6 " Grass:Short n=0.150 P2=3.60" U 0.2 20 0.0500 1.57 Shallow Concentrated Flow,Grass o s Short Grass Pasture Kv=7.0 fps 4_ 0.1 10 0.0200 2.87 Shallow Concentrated Flow,Pavement Paved Kv=20.3 fps 3-' 8.0 80 Total 2 n Subcatchment DA4:Front Entry klvtlrf)�rrt1� o 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 5860 6264 66 6870 72 C1 Runoff Time(hours) t393c—fs-1 d � �ypeill��4-hr; 2 , - YR Ralnfal�� ;BQ"- Aunt ff Area-45;ti Si Runoff Vdlume-01182 of Runoff.Depth--2.j10" ' -,F I erigtl8V T-, - YcT0.0 min 7, 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 6466 68 70 72 Time(hours) 14077-Exist Type///24-hr 2YR Rainfall=3.60" 14077-Exist Type///24-hr 2YR Rainfall=3.60" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADO 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Paae 9 HydroCADOO 10.00 s/n 01445©2011 HVdroCAD Software Solutions LLC Page 10 Summary for Pond SP1 a:15"Outlet Summary for Pond SPi b:12"Outlet Inflow Area= 0.644 ac, 63.90%Impervious, Inflow Depth= 2.36" for 2YR event Inflow Area= 0.110 ac, 54.91%Impervious, Inflow Depth= 2.27" for 2YR event Inflow = 1.78 cfs @ 12.07 hrs, Volume= 0.127 of Inflow = 0.29 cfs @ 12.08 hrs, Volume= 0.021 of Primary = 1.78 cfs @ 12.07 hrs, Volume= 0.127 af, Atten=0%, Lag=0.0 min Primary = 0.29 cfs @ 12.08 hrs, Volume= 0.021 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Pond SPi a:15"Outlet Pond SP111b:12"Outlet i-iy€h- 0ra41h 6 Ydrooroph inllow - - Inflow (i aoisl Primary 0.32 0.28 -I I' _1��lojnr�/Xr`ea_Q�'�1IIaa- , , 0.26 0.22 - - -- - - - - - - - - - - 0.2 0.18 _i i r , i a 0.12.' -" -- - - 0.1. - - ', 0.08- 0.06 i i 0 y., 0 u 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 7072 0 2 4 6 8 10 12 14 16 1820 22 2426 28 30 32 34 36 38 40 42 44 46 4B 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) Time(hours) 14077-Exist Type 111 24-hr 2YR Rainfall=3.60" 14077-Exist Type 111 24-hr 2YR Rainfall=3.60" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD@ 10 00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 11 HydroCADO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 12 Summary for Pond SPic:Detention Basin Pond SPic:Detention Basin WyeJyotyYh�fi Inflow Area= 2.232 ac,100.00%Impervious, Inflow Depth= 3.37" for 2YR event Inflow = 7.87 cis @ 12.07 hrs, Volume= 0.626 of g imhow Prmary Outflow = 5.26 cis @ 12.16 hrs, Volume= 0.626 af, Atten=33%, Lag=5.5 min Primary = 5.26 cis @ 12.16 hrs, Volume= 0.626 of a ' Inflbw Are _2.23 66, Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs �;__� v 78' Peak Elev=78.58'@ 12.16 hrs Surf.Area=3,843 sf Storage-2,108 cf ;StbragO 9$ef, Plug-Flow detention time=2.3 min calculated for 0.626 of(100%of inflow) - Center-of-Mass det.time-2.3 min(755.3-753.1) 5 lee Round Gu r' rt;- Volume Invert AvaiLStorage Storage Description S 4 .hU,.Q12_ #1 78.00' 13,334 cf Custom Stage Data(Prismatic)Listed below(Recalc) 3 L-5$.O'i Elevation Surf.Area Inc.Store Cum.Store r- (feet) (sq-ft) (cubic-feet) (cubic-feet) 2 �S O(0043 T - - - -- - . 78.00 3,470 0 0 ,,1 80.00 4,763 8,233 8,233 81.00 5,438 5,101 13,334 0-' Device Routing Invert Outlet Devices 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 6456 58 60 62 64 66 68 7072 Time(hours) #1 Primary 77.22' 18.0" Round Culvert L=58.0' RCP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=77.22'/76.97' S=0.0043 7' Cc=0.900 Pond SPic:Detention Basin n=0.012 Concrete pipe,finished, Flow Area=1.77 sf f ieah-oi�hn�rv0 Primary OutFlow Max=5.21 cis @ 12.16 hrs HW=78.57' (Free Discharge) 81 Prima t1=Culvert (Barrel Controls 5.21 cfs @ 4.11 fps) fio I 7e 0 • i v..2 3 4 5 6 7 B 9 10 17 12 13 14 Discharge(cfs) 14077-Exist Type I//24-hr 2YR Rainfall=3.60" 14077-Exist Type 11124-hr 10YR Rainfall=4.80" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD e010.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 13 Hydro CAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 14 Summary for Pond SP1d:15"Culvert Outlet Time span=0.00-72.00 his,dt=0.05 his,1441 points Runoff by SCS TR-20 method,UH=SCS Inflow Area= 1.036 ac, 44.14%Impervious, Inflow Depth= 2.10" for 2YR event Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Inflow = 2.35 cfs @ 12.12 hrs, Volume= 0.182 of Primary = 2.35 cfs @ 12.12 hrs, Volume= 0.182 af, Atten=0%, Lag=0.0 min Subcatchment DA1:Rear Parking Runoff Area=28,045 sf 63.90%Impervious Runoff Depth=3.48" Tc=5.0 min CN=88 Runoff=2.59 cfs 0.187 of Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 his Subcatchment DA2:West Access Rd Runoff Area=4,795 sf 54.91%Impervious Runoff Depth=3.38" Pond SP1d:15"Culvert Outlet Tc=5.0 min CN=87 Runoff=0.43 cfs 0.031 of Ityeltrltlri3ptl Subcatchment DA3:Bldg 37 Runoff Area=97,233 sf 100.00%Impervious Runoff Depth=4.56" Tc=5.0 min CN=98 Runoff=10.54 cfs 0.849 of f�Inflow Ls ) Primary Subcatchment DA4: rontntry F E Runoff Area=45,116 sf 44.14%Impervious Runoff Depth=3.18" Inflow Area ,06 aC; Flow Length=80' Tc=8.0 min CN=85 Runoff=3.53 cfs 0.275 of 2 Pond SP1:Mill Pond Inflow=12.86 cfs 1.341 of Primary=12.86 cfs 1.341 of Pond SP1 a:15"Outlet Inflow=2.59 cfs 0.187 of Primary=2.59 cfs 0.187 of Pond SP1 b:12"Outlet Inflow=0.43 cfs 0.031 of Primary=0.43 cfs 0.031 of Pond SP1c:Detention Basin Peak Elev=78.87' Storage=3,267 cf Inflow=10.54 cfs 0.849 of 18.0" Round Culvert n=0.012 L=58.0' S=0.0043'/' Outflow=6.88 cfs 0.849 of Pond SP1d:15"Culvert Outlet Inflow=3.53 cfs 0.275 of Primary=3.53 cfs 0.275 of 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Total Runoff Area=4.022 ac Runoff Volume=1.341 of Average Runoff Depth=4.00" Time(hours) fd P 21.40%Pervious=0.861 ac 78.60%Impervious=3.161 ac 14077-Exist Type ll124-hr 10YR Rainfall=4.80" 14077-Exist Type ll124-hr 10YR Rainfall=4.80" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 ydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 15 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment DAi:Rear Parking Summary for Subcatchment DA2:West Access Rd Runoff = 2.59 cfs @ 12.07 hrs, Volume= 0.187 af, Depth= 3.48" Runoff = 0.43 cfs @ 12.07 hrs, Volume= 0.031 af, Depth= 3.38" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Type III 24-hr 10YR Rainfall=4.80" Type III 24-hr 10YR Rainfall=4.80" Area(sf) CN Description Area(sf) CN Description 17,921 98 Paved parking,HSG A 2,633 98 Paved parking,HSG A 0 98 Paved sidewalk,HSG A 2,162 74 >75%Grass cover,Good,HSG C 7,175 70 Woods,Good,HSG C 4,795 87 Weighted Average 2,949 74 >75%Grass cover,Good,HSG C 2,162 45.09%Pervious Area 28,045 88 Weighted Average 2,633 54.91%Impervious Area 10,124 36.10%Pervious Area 17,921 63.90%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Tc Length Slope Velocity Capacity Description 5.0 Direct Entry, (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment DA2:West Access Rd Subcatchment DAi:Rear Parking ffv<f 01r° f, �1Vdris#tra�ti o.4s �-3 - - - - 0.42 - -- - Runotf P,9 Runoff 0.4 -' F} 7�YpPr'll1G4�� z�1s1 f Ype'lll4,-1r o38 ' _ 1byltan#�11�48��- 0.36 " - 10YR Rainfall-4.8Q" °"34 _ Fiui�off'k6v-4,765 if 0.32 I�unaff/ rea=28,O45 Sf -- -- -- - 0.3 - , - Rttnbff UQIurY�e 00if 2 i - - �De f1i1=3.35"-- Fit�rioff V.oit�r>tie_'0.187 of 0.26 ' '- L ; i -LRUnbff � 3 ° rr ooZ TC=5 N Qn.... Q Runoff T f -3.48 _ -- 3 LL _U On -'' --' -'-- "-' __1y�= _ 00.12 i 0.08: 0.06_- 0.04 0.02. 0 r 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52354 56 58 6062 64 66 68 70 72 MOMIMMM Time(hours) 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 2830 3234 36 3840 4244 46 4850 5254 56 58 60 62 64 66 68 70 72 Time(hours) 14077-Exist Type 11124-hr 10YR Rainfall=4.80" 14077-Exist Type 11124-hr 10YR Rainfall=4.80" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 17 HydroCADOB 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment DA3:Bldg 37 Summary for Subcatchment DA4:Front Entry Runoff = 10.54 cfs @ 12.07 hrs, Volume= 0.849 af, Depth= 4.56" Runoff = 3.53 cfs @ 12.11 hrs, Volume= 0.275 af, Depth= 3.18" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Type III 24-hr 10YR Rainfall=4.80" Type III 24-hr 10YR Rainfall=4.80" Area(sf) CN Description Area(sf) CN Description 44,666 98 Roofs,HSG C 10,840 98 Paved parking,HSG A 52,567 98 Roofs HSG C 5,300 98 Paved sidewalk,HSG A 97,233 98 Weighted Average 25,204 74 >75%Grass cover,Good,HSG C 97,233 100.00%Impervious Area 3,772 98 Unconnected pavement HSG C 45,116 85 Weighted Average To Length Slope Velocity Capacity Description 25,204 55.86%Pervious Area (min) (feet) (ft/ft) (fUsec) (cfs) 19,912 44.14%Impervious Area 5.0 Direct Entry, 3,772 18.94%Unconnected Subcatchment DA3:Bldg 37 To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) t4yiru�r� t1 7.7 50 0.0080 0.11 Sheet Flow,Grass noose Grass:Short n=0.150 P2=3.60" „ s 0.2 20 0.0500 1.57 Shallow Concentrated Flow,Grass ,0 r-- Short Grass Pasture Kv=7.0 fps 10 Type III 2 0.1 10 0.0200 2.87 Shallow Concentrated Flow,Pavement s R Rainfall .$�`� Paved Kv=20.3 fps 6 ' Ri�rroff Arat97;23 sf 8.0 80 Total Runoff Vol -,0:849�f- 7 �''! Subcatchment DA4:Front Entry _ ... RtJn`off`debth-4.56, -- 6 {y rfvcar�tarnt�r, 5 Tc. IJ ml. _ .,Funotl 4 N 90p G33 r � TXpb l ll 24 h n 1fl�l�? Ralnfal1�4.8b'� , Rungff AreaR45J,15 sf 2 RlJ'nOff UO ume::�0,275 of o 0 2 4 6 B 10 12 14 16 18 20 22 24 26 28 30 32 3436 38 40 4244 46 48 50 52 54 56 58 60 62 64 66 68 70 72 2 -- RUnbfUDe�th'= "- 31$ Time(hours) 3 Flow Lorigth-8;0' 7G'0.0 m'16 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) 14077-Exist Type///24-hr 10YR Rainfall=4.80" 14077-Exist Type M 24-hr 10YR Rainfall=4.80" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 19 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 20 Summary for Pond SPi:Mill Pond Summary for Pond SPia:15"Outlet Inflow Area= 4.022 ac, 78.60%Impervious, Inflow Depth= 4.00" for 10YR event Inflow Area= 0.644 ac, 63.90%Impervious, Inflow Depth= 3.48" for 10YR event Inflow = 12.86 cfs @ 12.11 hrs, Volume= 1.341 of Inflow = 2.59 cfs @ 12.07 hrs, Volume= 0.187 of Primary = 12.86 cfs @ 12.11 hrs, Volume= 1.341 af, Atten=0%, Lag=0.0 min Primary = 2.59 cfs @ 12.07 hrs, Volume= 0.187 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind method,Time Span=0.00-72.00 his,dt=0.05 hrs Routing by Stor-Ind method,Time Span=0.00-72.00 his,dt=0.05 hrs Pond SP1:Mill Pond Pond SPia:15"Outlet dvdr�gr� N Iiydro�r�frh 14 M Pnmary �} 1r,-i Primary 3 Fnfl �v Area ? tiO2 � c I z� Inf1OW Area'=O,644;ac 12- - - - ---- -- --- -- - - - . ti _ __ _ _ _ __ _ L .t, 70 2 J L 8 S; 3 .`t , 7 - , r- -r r - -- g 7- 6- 5 4 3 - i e . 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 6B 70 72 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 6860 fit 64 66 68 70 72 Time(hours) Time(hours) 14077-Exist Type III24-hr 10YR Rainfall=4.80" 14077-Exist Type III24-hr 10YR Rainfall=4.80" Prepared by Horsley Witten Group,Inc. Printed 1 2/212 0 1 4 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD@ 10.00 s/n 01445 @ 2011 HvdroCAD Software Solutions LLC Pace 21 HydroCADO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 22 Summary for Pond SPi b:12"Outlet Summary for Pond SPi c:Detention Basin Inflow Area= 0.110 ac, 54.91%Impervious, Inflow Depth= 3.38" for 10YR event Inflow Area= 2.232 ac,100.00%Impervious, Inflow Depth= 4.56" for 10YR event Inflow = 0.43 cfs @ 12.07 hrs, Volume= 0.031 of Inflow = 10.54 cfs @ 12.07 hrs, Volume= 0.849 of Primary = 0.43 cfs @ 12.07 hrs, Volume= 0.031 af, Atten=0%, Lag=0.0 min Outflow = 6.88 cfs @ 12.17 hrs, Volume= 0.849 af, Atten=35%, Lag=5.7 min = Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Primary 6.88 cfs @ 12.17 hrs, Volume= 0.849 of Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Pond SPi b:12"Outlet Peak Elev=78.87'@ 12.17 hrs Surf.Area=4,033 sf Storage=3,267 of Hyctrs prs aft Plug-Flow detention time=2.8 min calculated for 0.848 of(100%of inflow) H mnow Center-of-Mass det.time=2.8 min(750.6-747.8) 0.48cr L ` �- Primary oaa l^as rs - Volume Invert AvaiLStorage Storage Description I�ifl�w Area=A 110 ac 0.42 �;, - _ - -- ---- #1 78.00' 13,334 cf Custom Stage Data(Prismatic)Listed below(Recalc) 0.4 - - oas - - Elevation Surf.Area Inc.Store Cum.Store 034 . (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.32 _ ___ _ --_ 78.00 3,470 0 0 „028- 80.00 4,763 8,233 8,233 0.24i81.00 5,438 5,101 13,334 r 1 � 0.22 - � _1 _ 1_L __ � i __ _1_. LL 02 - Device Routinq Invert Outlet Devices -1-- 0.16 #1 Primary 77.22' 18.0" Round Culvert °14 - _- ' L=58.0' RCP,square edge headwall, Ke=0.500 0.1 0.12. Inlet/Outlet Invert=77.22'/76.97' S=0.0043'/' Cc=0.900 - - 0.06. ; - - - __ __ _ n=0.012 Concrete pipe,finished, Flow Area=1.77 sf 0.06 -- 004 Primary ( Discharge) 0 oz y Outflow Max=6.82 cfs @ 12.17 hrs HW=78.86' Free Dischar e Now t-1_Culvert (Barrel Controls 6.82 cfs @ 4.40 fps) 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) 14077-Exist Type III 24-hr 10YR Rainfall=4.80" 14077-Exist Type 11124-hr 10YR Rainfall=4.80" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 23 HydroCADOO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 24 Pond SPic:Detention Basin Summary for Pond SP1d:15"Culvert Outlet Myefre0rs�isN Inflow Area= 1.036 ac, 44.14%Impervious, Inflow Depth= 3.18" for 10YR event i"new Inflow = 3.53 cfs @ 12.11 hrs, Volume= 0.275 of es«s`1 d Primary Primary = 3.53 cfs @ 12.11 hrs, Volume= 0.275 af, Atten=0%, Lag=0.0 min - - - - - --- - - - -- - - - tb1�iAri§-q�i2.232dt- 0_� _____ --.- �_�i_i_� �_'_i_-____Li ,� Routing byStor-Ind method,Time Span=0.00-72.00hrs,dt=O.OShrs l7eak Elev 7 �7, Storage 3,267�f Pond sP1d:15^Culvert Outlet : �m� $--- Round. Irt : : 1Yc ragrsrp 1 s S 5 00 4 - -- - - -r5$.b�� — --- --- - - ' 3 3 t - - - 1 - 0NAM 4 2 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 LL Time(hours) Pond SPic:Detention Basin <}f5ite�^Ol�elrt?r0� s1- I � — : J'7 0 0 2 4 6 8•10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 46 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) 80-'' ____,__ ______,____ - - 9- 78 6 i v xu 2 3 4 5 6 7 B 9 10 11 12 13 14 Discharge(cfs) 14077-Exist Type U/24-hr 25YR Rainfall=5.70" 14077-Exist Type///24-hr 25YR Rainfall=5.70" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD010.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 25 HydroCADOO 10.00 s/n 01445©2011 HydroCAD Software Solutions LLC Page 26 Time span=0.00-72.00 hrs,dt=0.05 hrs,1441 points Summary for Subcatchment DA1:Rear Parking Runoff by SCS TR-20 method,UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff = 3.19 cfs @ 12.07 hrs, Volume= 0.233 af, Depth= 4.34" Subcatchment DA1:Rear Parking Runoff Area=28,045 sf 63.90%Impervious Runoff Depth=4.34" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Tc=5.0 min CN=88 Runoff=3.19 cfs 0.233 of Type III 24-hr 25YR Rainfall=5.70" Subcatchment DA2:West Access Rd Runoff Area=4,795 sf 54.91%Impervious Runoff Depth=4.23" Area(sf) CN Description Tc=5.0 min CN=87 Runoff=0.54 cfs 0.039 of 17,921 98 Paved parking,HSG A Subcatchment DA3:Bldg 37 Runoff Area=97,233 sf 100.00%Impervious Runoff Depth=5.46" 0 98 Paved sidewalk,HSG A Tc=5.0 min CN=98 Runoff=12.54 cfs 1.016 of 7,175 70 Woods,Good,HSG C2,949 74 >75%Grass cover,Good HSG C Subcatchment DA4:Front Entry Runoff Area=45,116 sf 44.14%Impervious Runoff Depth=4.02" 28,045 88 Weighted Average Flow Length=80' Tc=8.0 min CN=85 Runoff=4.43 cfs 0.347 of 10,124 36.10%Pervious Area 17,921 63.90%Impervious Area Pond SP1:Mill Pond Inflow=15.39 cfs 1.635 of Primary=15.39 cfs 1.635 of Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Pond SP1a:15"Outlet Inflow=3.19 cfs 0.233 of 5.0 Direct Entry, Primary=3.19 cfs 0.233 of Pond SP1 b:12"Outlet Inflow=0.54 cfs 0.039 of Subcatchment DAi:Rear Parking Primary=0.54 cfs 0,039 of Nylrograph Pond SP1 c:Detention Basin Peak Elev=79.10' Storage=4,213 cf Inflow=12.54 cfs 1.016 of r i - n a"nott 18.0" Round Culvert n=0.012 L=58.0' S=0.0043 T Outflow=7.85 cfs 1.016 of hype N 24-Itr 3- y� Pond SP1d:15"Culvert Outlet Inflow=4.43 cfs 0.347 of 2�T Ralrtfzl11'-5.j70 l Primary=4.43 cfs 0.347 of k6l Ar,eaT28;045 if Total Runoff Area=4.022 ac Runoff Volume=1.635 of Average Runoff Depth=4.88" IllllOfi�/O7lrJY1@0 21.40%Pervious=0.861 ac 78.60%Impervious=3.161 ac T 2- ; I . I If jDeMl1c4.34„ LL U-4-0 mPri CN-48 0 2 4 6 8 10 1214 16 18 20 22 24 26 2830 32 34 36 3840 4244 46 4B 50 52 54 56 58 60 62 6466 68 70 72 Time(hours) 14077-Exist Type 11124-hr 25YR Rainfa11=5.70" 14077-Exist Type 11124-hr 25YR Rainfall=5.70" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADOO 1 D 00 s/n 01445©2011 HydroCAD Software Solutions LLC Pace 27 HydroCADOO 10.00 s/n 01445©2011 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment DA2:West Access Rd Summary for Subcatchment DA3:Bldg 37 Runoff = 0.54 cfs @a 12.07 hrs, Volume= 0.039 aft Depth= 4.23" Runoff = 12.54 cfs @ 12.07 hrs, Volume= 1.016 af, Depth= 5.46" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Type III 24-hr 25YR Rainfall=5.70" Type III 24-hr 25YR Rainfa11=5.70" Area(sf) CN Description Area(sf) CN Description 2,633 98 Paved parking,HSG A 44,666 98 Roofs,HSG C 2,162 74 >75%Grass cover,Good,HSG C 52,567 98 Roofs HSG C 4,795 87 Weighted Average 97,233 98 Weighted Average 2,162 45.09%Pervious Area 97,233 100.00%Impervious Area 2,633 54.91%Impervious Area To Length Slope Velocity Capacity Description To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (fUsec) (cfs) 5.0 Direct Entry, 5.0 Direct Entry, Subcatchment DA3:Bldg 37 Subcatchment DA2:West Access Rd Hydrtagrraptl HvdfoorFph 14 - - -- -- - -- -- _ I I unoff G7 Runoff 73 ( =c ) 655 -- i, - , , , r , - -- - - - -12 'Type rn 24-�1r-- - Ype 11 hr 05 ` Ra nf-l = 7, 2YR RpAnall' 7p' 10 ' ea-�9,7,23 -s 0.45 - - - - » 5YR 2 . Rg66if Area=4;7�rS � n12�1 II 2 I_.i ;RunoffI�Plorume=Oa039-.f- e _ , ; , _ ! jm ----Ruhbff ID'e th 4 237 3 ' J J Ruriaff,uolu Qi6�f 3 03 I I I I I � I I LL Deb h 5'�46� I I I I I - -- - - - no # �, ` To 5bm LL 0.25 5' e -- , �N=9� 0.2 -- t�r_87 4 I . 0.15 3 I 2 I I - - -- - 1I I I I ' , I 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 5456 58 60 62 64 66 68 70 72 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 4244 46 48 50 52 54 56 58 60 62 64 66 66 7072 Time(hours) Time(hours) 14077-Exist Type///24-hr 25YR Rainfa11=5.70" 14077-Exist Type H/24-hr 25YR Rainfal1=5.70" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD010.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 29 HydroCADOO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment DA4:Front Entry Summary for Pond SPi:Mill Pond Runoff = 4.43 cfs @ 12.11 hrs, Volume= 0.347 af, Depth= 4.02" Inflow Area= 4.022 ac, 78.60%Impervious, Inflow Depth= 4.88" for 25YR event Inflow 15.39 cfs @ 12.11 hrs, Volume= 1.635 of Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Primary = 15.39 cfs @ 12.11 hrs, Volume= 1.635 af, Atten=0%, Lag=0.0 min Type III 24-hr 25YR Rainfall=5.70" Area(sf) CN Description Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs 10,840 98 Paved parking,HSG A Pond SPi:Mill Pond 5,300 98 Paved sidewalk,HSG A 25,204 74 >75%Grass cover,Good,HSG C iv fenlrntr 3,772 98 Unconnected pavement,HSG C H m iow 45,116 85 Weighted Average 17 s 1 _ Rr;ma 25,204 55.86%Pervious Area 16 an �---- - -QY-- 19,912 44.14%Impervious Area 15 , rr-- - r- -�-i- - -- - -. 3,772 18.94%Unconnected - 1-1 T11-r r — -; 13-'' al Tc Length Slope Velocity Capacity Description 12:" _(min) (feet) (ft/ft) (ft/sec) (cfs) 11 7.7 50 0.0080 0.11 Sheet Flow,Grass „10 " Grass:Short n=0.150 P2=3.60" s ' 0.2 20 0.0500 1.57 Shallow Concentrated Flow,Grass Short Grass Pasture Kv=7.0 fps 0.1 10 0.0200 2.87 Shallow Concentrated Flow,Pavement 6- Paved Kv=20.3 fps 5 '. 8.0 80 Total a " Subcatchment DA4:Front Entry z:'; r , Ydr60rpt+ 0 i i 0 2 4 6 8 10 12 74 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 `7 Runoft Time(hours) _ TO 61f 24-hr_ 4 2;5YR;RaAn';fia61'_5.y0"` h666ff Area 4,51116 Sf 3 __ �_ _ ___ _ R1�19®�f:Vo9t.11ttie�U�S47afi Runoff Depf =4.'027 Flaw en9tl =80'- 2 ;`Tc-8.f} min G�-85 6 � - . 0 2 4 6 8 10 12 14 16 1820 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 6466 68 70 72 Time(hours) 14077-Exist Type 11124-hr 25YR Rainfall=5.70" 14077-Exist Type///24-hr 25YR Rainfall=5.70" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 31 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 32 Summary for Pond SP1 a:15"Outlet Summary for Pond SPi b:12"Outlet Inflow Area= 0.644 ac, 63.90%Impervious, Inflow Depth= 4.34" for 25YR event Inflow Area= 0.110 ac, 54.91%Impervious, Inflow Depth= 4.23" for 25YR event Inflow = 3.19 cfs @ 12.07 hrs, Volume= 0.233 of Inflow = 0.54 cfs @ 12.07 hrs, Volume= 0.039 of Primary = 3.19 cfs @ 12.07 hrs, Volume= 0.233 af, Atten=0%, Lag=0.0 min Primary = 0.54 cfs @ 12.07 hrs, Volume= 0.039 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind method,Time Span=0.00-72.00 his,dt=0.05 hrs Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Pond SPi a:15"Outlet Pond SP1b:12"Outlet Hbrlr69r�Oh �1Y€iPgOvhUb Inflow _ U Inilow la1§ms t.^7 Primary { f _r_ r - p Primary IlifloVv Area-Q644 ac 055 Irtlo�nr Area;Ui11U ac, 3 0.5 - - - - - - - - - - ti; 0.45 ___ _ _ ........... 0.4 _ _ _ _ 2 _ 5, Si i 4 0.3 __ - - -et, i i .,. r i r-ram -r r - i r i 1 ? 0.1 i 0 2¥4 6 8 1012 14 16 18 20 2224 26 28 30 3234 36 3840 42 44 46 4850 52 54 56 58 60 62 6466 68 70 72 0 2 4 6 8 10 12 14 16 1820 22 24 26 2830 32 34 36 3B 40 42 44 46 48 50 52 54 56 SB 60 62 64 66 68 70 72 Time(hours) Time(hours) i 14077-Exist Type 11124-hr 25YR Rainfall=5.70" 14077-Exist Type 1f124-hr 25YR Rainfall=5.70" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADOO 10.00 s/n 01445 92011 HydroCAD Software Solutions LLC Page 33 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 34 Summary for Pond SPic:Detention Basin Pond SPic:Detention Basin Inflow Area= 2.232 ac,100.00%Impervious, Inflow Depth= 5.46" for 25YR event T Hydrogroph Inflow = 12.54 cfs @ 12.07 hrs, Volume= 1.016 of 4 ;_ mnow Outflow = 7.85 cfs @ 12.17 hrs, Volume= 1.016 af, Atten=37%, Lag=6.0 min (+ I Primary Primary = 7.85 cfs @ 12.17 hrs, Volume= 1.016 of 13 IM16 h/Arb 2.232`md 12- - - Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0,05 his eak,E_►ev-'�/9'1 ' Peak Elev=79.10'@ 12.17 his Surf.Area=4,182 sf Storage=4,213 cf -�StbaC���I,,��13 bf 10 Plug-Flow detention time=3.2 min calculated for 1.015 of(100%of inflow) y Center-of-Mass det.time=3.2 min(748.2-745.0) Round Culvert... Volume Invert AvaiLStorage Storage Description o 7 #1 78.00' 13,334 cf Custom Stage Data(Prismatic)Listed below(Recalc) 6- 5- Elevation Surf.Area Inc.Store Cum.Store 4 R ;.- (feet) (sq-ft) (cubic-feet) (cubic-feet) 3 78.00 3,470 0 0 i 80.00 4,763 8,233 8,233 81.00 5,438 5,101 13,334 011 ? Device Routing Invert Outlet Devices 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 #i Primary 77.22' 18.0" Round Culvert Time(hours) L=58.0' RCP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=77.22'/76.97' S=0.0043 7' Cc=0.900 Pond SPic:Detention Basin n=0.012 Concrete pipe,finished, Flow Area=1.77 sf 4(0[)0 0is hor 0 Primary OutFlow Max=7.79 cfs @ 12.17 hrs HW=79.09' (Free Discharge) 61- Prmary 1=Culvert (Barrel Controls 7.79 cfs @ 4.54 fps) I o ---,---- --- 0 7 2 3 4 5 6 7 8 9 10 11 12 13 14 Discharge(cfs) 14077-Exist Type 11124-hr 25YR Rainfal1=5.70" 14077-Exist Type 11124-hr 100YR Rainfall=7.10" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD@ 10 00 s/n 01445 02011 HydroCAD Software Solutions LLC Page 35 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Paoe 36 Summary for Pond SP1d:15"Culvert Outlet Time span=0.00-72.00 hrs,dt=0.05 hrs,1441 points Runoff by SCS TR-20 method,UH=SCS Inflow Area= 1.036 ac, 44.14%Impervious, Inflow Depth= 4.02" for 25YR event Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Inflow = 4.43 cfs @ 12.11 hrs, Volume= 0.347 of Primary = 4.43 cfs @ 12.11 hrs, Volume= 0.347 af, Atten=0%, Lag=0.0 min Subcatchment DA1:Rear Parking Runoff Area=28,045 sf 6min%Impervious Runoff cfs 0.305 of Tc=5.0 min CN=88 Runoff=4.13 cfs 0.305 of Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Subcatchment DA2:West Access Rd Runoff Area=4,795 sf 54.91%Impervious Runoff Depth=5.58" Pond SP1d:15"Culvert Outlet Tc=5.0 min CN=87 Runoff=0.70 cfs 0.051 of Fiy<3ecitirt�flfl Subcatchment DA3:Bldg 37 Runoff Area=97,233 sf 100.00%Impervious Runoff Depth=6.86" Tc=5.0 min CN=98 Runoff=15.65 cis 1.276 of !t admary Subcatchment DA4:Front Entry Runoff Area=45,116 sf 44.14%Impervious Runoff Depth=5.35" ' AW APB t+036 4C,- Flow Length=80' Tc=8.0 min CN=85 Runoff=5.82 cfs 0.462 of 4-Pond SPi:Mill Pond Inflow=18.74 cfs 2.094 of Primary=18.74 cfs 2.094 of 3 Pond SPi a:15"Outlet Inflow=4.13 cfs 0.305 of Primary=4.13 cfs 0.305 of o Pond SP1b:12"Outlet Inflow=0.70 cfs 0.051 of s 2 Primary=0.70 cfs 0.051 of - - -- - -' -=- -;- Pond SP1e:Detention Basin Peak Elev=79.48' Storage=5,836 of Inflow=15.65 cfs 1.276 of 18.0" Round Culvert n=0.012 L=58.0' S=0.0043'/' Outflow=9.18 cfs 1.276 of Tg Pond SP1d:15"Culvert Outlet Inflow=5.82 cfs 0.462 of Primary=5.82 cfs 0.462 of 0 ' 0 2 4 6 8 10 12 14 16 1 B 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Total Runoff Area=4.022 ac Runoff Volume=2.094 of Average Runoff Depth=6.25" Time(hours) 21.40%Pervious=0.861 ac 78.60%Impervious=3.161 ac 14077-Exist Type 11124-hr 100YR Rainfall=7.10" 14077-Exist Type 1/124-hr 100YR Rainfall=710" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADO 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 37 HydroCADOO 10.00 s/n 01445©2011 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment DA1:Rear Parking Summary for Subcatchment DA2:West Access Rd Runoff = 4.13 cfs @ 12.07 hrs, Volume= 0.305 af, Depth= 5.69" Runoff = 0.70 cfs @ 12.07 hrs, Volume= 0.051 af, Depth= 5.58" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Type III 24-hr 100YR Rainfall=7.10" Type III 24-hr 100YR Rainfall=7.10" Area(sf) CN Description Area(sf) CN Description 17,921 98 Paved parking,HSG A 2,633 98 Paved parking,HSG A 0 98 Paved sidewalk,HSG A 2,162 74 >75%Grass cover,Good HSG C 7,175 70 Woods,Good,HSG C 4,795 87 Weighted Average 2,949 74 >75%Grass cover,Good HSG C 2,162 45.09%Pervious Area 28,045 88 Weighted Average 2,633 54.91%Impervious Area 10,124 36.10%Pervious Area 17,921 63.90%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Tc Length Slope Velocity Capacity Description 5.0 Direct Entry, (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment DA2:West Access Rd Subcatchment DA1:Rear Parking Hy4rogroph tfydf`o vo ph 0.75 .Runoff 0.7 _ -� ` 1 7Me-'��M-2''F' � .. (atYcr , i 0.85' 4 1'IUOYA 100XR R,ainfall $,10'', °.55- F to-11Dff Area-4;795_s_ - - _ wnd l�r�a 28;045 s#_ D.S 3 N 0.45 Runoff Vo,lUme-O 3A5f D.M1. Rurlbff Depfh=558" 3 - - RUnoff Depths 5,69" 035 ir 2 TC:S.Q ihlir� _ � 'N�'I�y47 0.2 i , ... 0.15_ 0.1. 0.05 10 12 14 16 18 20 22 24 26 28 30 32 3436 38 40 42 44 46 46 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) 0 2 4 6 8 10 12 14 16 1820 2224 26 2830 3234 36 3840 4244 46 4850 5254 56 58 60 62 6466 6870 72 Time(hours) 14077-Exist Type 11124-hr 100YR Rainfall=7.10" 14077-Exist Type 11124-hr 100YR Rainfall=7.10" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 39 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment DA3:Bldg 37 Summary for Subcatchment DA4:Front Entry Runoff = 15.65 cfs @ 12.07 hrs, Volume= 1.276 af, Depth= 6.86" Runoff = 5.82 cfs @ 12.11 hrs, Volume= 0.462 at, Depth= 5.35" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Type III 24-hr 100YR Rainfall=7.10" Type III 24-hr 100YR Rainfall=7.10" Area(sf) CN Description Area(sf) CN Description 44,666 98 Roofs,HSG C 10,840 98 Paved parking,HSG A 52,567 98 Roofs,HSG C 5,300 98 Paved sidewalk,HSG A 97,233 98 Weighted Average 25,204 74 >75%Grass cover,Good,HSG C 97,233 100.00%Impervious Area ____3,772 98 Unconnected pavement,HSG C 45,116 85 Weighted Average Tc Length Slope Velocity Capacity Description 25,204 55.86%Pervious Area (min) (feet) (ft/ft) (ft/sec) (cfs) 19,912 44.14%Impervious Area 5.0 Direct Entry, 3,772 18.94%Unconnected Subcatchment DA3:Bldg 37 To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) )IYrfrf3raij 7.7 50 0.0080 0.11 Sheet Flow,Grass IF Grass:Shot n=17 0.150 P2=3.60" n n°°off 0.2 20 0.0500 1.57 Shallow Concentrated Flow,Grass 6' ( Short Grass Pasture Kv=7.0 fps 15 1 ------ ---r__ 0.1 10 0.0200 2.87 Shallow Concentrated Flow,Pavement 14 1 0' {�alat,f111r h Q -- Paved Kv=20.3 fps 12 -R666ff/#re 9T'233 f s.o ao Total „ _ RUn1�ff'UWitIE=1 276 1#-- Subcatchment DA4:Front Entry r r r - v 1Tc`_�,0f.n,_ _'_ _ 6 6 r l Typell1 24-hi,; 5 ? r r r , r r r -- r __ _ _ _ _ _ - _ _ - _ : # �1 O'+ 4 ; . Ral�,n 11 -11 45, Rungf�Area 1 Sj ,� 4 Runoff volt MOn 0.462 of : : : : Rt_�noff�Depth_5.357 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 - _ _ _ _ a- Time(hours) 3 3 KlOvlr LOOdtM-80, -- TG=B.Q.J17�Jt_. 2 7- , r 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) 14077-Exist Type/I/24-hr 100YR Rainfall=7.10" 14077-Exist Type 11124-hr 100YR Rainfall=7.10" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 41 HydroCADO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Paue 42 Summary for Pond SP1:Mill Pond Summary for Pond SP1a:15"Outlet Inflow Area= 4.022 ac, 78.60%Impervious, Inflow Depth= 6.25" for 100YR event Inflow Area= 0.644 ac, 63.90%Impervious, Inflow Depth= 5.69" for 100YR event Inflow = 18.74 cfs @ 12.11 hrs, Volume= 2.094 of Inflow = 4.13 cfs @ 12.07 hrs, Volume= 0.305 of Primary = 18.74 cfs @ 12.11 his, Volume= 2.094 af, Atten=0%, Lag=0.0 min Primary = 4.13 cfs @ 12.07 hrs, Volume= 0.305 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Pond SP1:Mill Pond Pond SP1a:15"Outlet b4yttrrt�GriatlMt y - - - 01 Primary r 19- `fl - - �nftc5 ira4rea 45MAO- �, Infigw /area 0�644 a� Primary 17 r r rr r r r r r 16 _ _ __ �_ _ _ _ r r r r r r - r i m -r r r -r r r � r r 14 13 _ _ _ 12 _ _ _ r i r r S 10- 3 e- 9 _ _ _ _ ri 2- r 7 `6 5 r r 2- 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 0 2 4 6 8 10 12 14 16 78 20 22 24 26 2B 30 32 34 36 38 4d 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) Time(hours) 14077-Exist Type 11124-hr 100YR Rainfall=7.10" 14077-Exist Type///24-hr 100YR Rainfall=7.10" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HVdroCAD@ 10 00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 43 HydroCAD@ 10.00 s/n 01445©2011 HydroCAD Software Solutions LLC Page 44 Summary for Pond SPi b:12"Outlet Summary for Pond SPi c:Detention Basin Inflow Area= 0.110 ac, 54.91%Impervious, Inflow Depth= 5.58" for 100YR event Inflow Area= 2.232 ac,100.00%Impervious, Inflow Depth= 6.86" for 100YR event Inflow = 0.70 cfs @ 12.07 hrs, Volume= 0.051 of Inflow = 15.65 cfs @ 12.07 his, Volume= 1.276 of Primary = 0.70 cfs @ 12.07 hrs, Volume= 0.051 af, Atten=0%, Lag=0.0 min Outflow = 9.18 cfs @ 12.18 hrs, Volume= 1.276 af, Atten=41%, Lag=6.6 min Primary = 9.18 cfs @ 12.18 hrs, Volume= 1.276 of Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 his Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Pond SPi b:12"Outlet Peak Elev=79.48'@ 12.18 hrs Surf.Area=4,426 sf Storage=5,836 of Wyelraeir'0011 Plug-Flow detention time=3.8 min calculated for 1.275 of(100%of inflow) i flow Center-of-Mass det.time=3.8 min(745.6-741.8) 0.75 Volume Invert Avail.Storage Storage Description 1QMV Qrea�0:110 ac 0.7 #1 78.00' 13,334 of Custom Stage Data(Prismatic)Listed below(Recalc) ., i _. . os J-1 Elevation Surf.Area Inc.Store Cum.Store 0.55- (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.5 - - - � - - - - - - - - - - - -78.00 3,470 0 0 0.4s ` - - "- 80.00 4,763 8,233 8,233 04-/ r ; i r ri 81.00 5,438 5,101 13,334 9 - oas Device Routing Invert Outlet Devices Primary - - - - - #1 P 77 22 -� - �- o.z5 --- ar 18.0" Round Culvert L=58.0' RCP,square edge headwall, Ke=0.500 0.2 _ _ ___ _ Inlet/Outlet Invert=77.22'/76.97' S=0.0043'/' Cc=0.900 s 0 .15 n=0.012 Concrete pipe,finished, Flow Area=1.77 sf 0.05 Primary OutFlow Max=9.14 cfs @ 12.18 hrs HW=79.47' (Free Discharge) 0 L1=Culvert (Barrel Controls 9.14 cfs @ 5.17 fps) L 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 fib 70 72 Time(hours) 14077-Exist Type 11124-hr 100YR Rainfall=7.10" 14077-Exist Type///24-hr 100YR Rainfaii 10" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD010.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 45 HydroCADO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 46 Pond SP1c:Detention Basin Summary for Pond SP1d:15"Culvert Outlet a(<frcl rer,h Inflow Area= 1.036 ac, 44.14%Impervious, Inflow Depth= 5.35" for 100YR event mnow Inflow = 5.82 cfs @ 12.11 hrs, Volume= 0.462 of Ise i I _ _ Primary Primary = 5.82 cfs @ 12.11 hrs, Volume= 0.462 af, Atten=0%, Lag=0.0 min 16 _ �-Ihfildw"Area 2.232 a__c�_ 15 , Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs a _ Pea{( Eiev 7 4$ ,2 _ S#bra'ge=5,8t-6.�-}0 Pond SP1d:15"Culvert Outlet Hvdrogr6ph t _ �t�ui�d-Culvert- , Prima 6 . I `n n - - , tifldw area- 36 a,c 6 -- LN1 --- -,- - 4 0,004-3'/' S -- , r 2 - - - -- - - 4 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 6062 64 66 68 70 72 S Time(hours) _ _ _Pond SP1c:Detention Basin 2 Othp��03eyhE�rStr� , , w , , 01 Primary r 081- a � L 0 2 4 6 8 10 12,4 16 18 20 22 24 26 26 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) 1 w "0- --i"" 2 3 4 5 6 7 8 9 10 11 12 13 14 Discharge(cts) 14077-Exist Type 11124-hr WQvRainfall=1.21" 14077-Exist Type11124-hr WQvRainfall=1.21" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HVdr CAD81 n nn c/n 01445©2011 HydroCAD Software Solutions LLC Facie 47 HydroCADOO 10.00 s/n 01445©2011 HydroCAD Software Solutions LLC Page 48 Time span=0.00-72.00 hrs,dt=0.05 hrs,1441 points Summary for Subcatchment DAi:Rear Parking Runoff by SCS TR-20 method,UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff = 0.27 cfs Qa 12.09 hrs, Volume= 0.020 af, Depth= 0.38" Subcatchment DA1:Rear Parking Runoff Area=28,045 sf 63.90%Impervious Runoff Depth=0.38" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Tc=5.0 min CN=88 Runoff=0.27 cis 0.020 of Type III 24-hr WQv Rainfall=1.21" Subcatchment DA2:West Access Rd Runoff Area=4,795 sf 54.91%Impervious Runoff Depth=0.35" Area(sf) CN Description Tc=5.0 min CN=87 Runoff=0.04 cfs 0.003 of 17,921 98 Paved parking,HSG A Subcatchment DA3:Bldg 37 Runoff Area=97,233 sf 100.00%Impervious Runoff Depth=1.00" 0 98 Paved sidewalk,HSG A Tc=5.0 min CN=98 Runoff=2.48 cfs 0.185 of 2,949 70 Woods,Good,HSG C 2 49 74 >75%Grass cover,Good,HSG C Subcatchment DA4:Front Entry Runoff Area=45,116 sf 44.14%Impervious Runoff Depth=0.28" 28,045 88 Weighted Average Flow Length=80' Tc=8.0 min CN=85 Runoff=0.27 cis 0.024 of 10,124 36.101%Pervious Area 17,921 63.90%Impervious Area Pond SP1:Mill Pond Inflow=2.85 cfs 0.233 of Primary=2.85 cfs 0.233 of Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Pond SP1a:15"Outlet Inflow=0.27 cfs 0.020 of 5.0 Direct Entry, Primary=0.27 cfs 0.020 of Subcatchment DAi:Rear Parking Pond SP1b:12"Outlet Inflow=0.04 cfs 0.003 of Primary=0.04 cfs 0.003 of Pond SP1c:Detention Basin Peak Elev=78.04' Storage=127 cf Inflow=2.48 cfs 0.185 of 0'3 - - _ _ '__ [Lai 0.28 (• 18.0" Round Culvert n=0.012 L=58.0' S=0.0043 T Outflow=2.29 cfs 0.185 of e f IN 2 �tr 0.26 Io Pond SP1d:15"Culvert Outlet Inflow=0.27 cfs 0.024 of 1.24 N/Q F� �11fa��r Primary=0.27 cfs 0.024 of 0.22. _ , - tu�io f Area 28,O;4Jr if- Total Runoff Area=4.022 ac Runoff Volume=0.233 of Average Runoff Depth=0.70" 0.2 - 1 filfrlb#i�f011il tle= +G26 - 21.40%Pervious=0.861 ac 78.60%Impervious=3.161 ac - � _ _RrUhbff�D+_e- 0.14.'' I 'J-� .0-M 0.12 i i i a + 0.06-' '. 0.04' _ __ _ 0.02.' 0 2 4 6 8 10 1214 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 7072 Time(hours) 14077-Exist Type I//24-hr WQv Rainfall=1.21" 14077-Exist Type ill24-hr WQv Rainfall=1.21" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD®10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 49 HydroCAD®10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Pace 50 Summary for Subcatchment DA2:West Access Rd Summary for Subcatchment DA3:Bldg 37 Runoff = 0.04 cis @ 12.09 hrs, Volume= 0.003 af, Depth= 0.35" Runoff = 2.48 cfs @ 12.07 hrs, Volume= 0.185 af, Depth= 1.00" Runoff by SCS TR-20 method,UH=SCS,Time Span=O.OD-72.00 hrs,dt=0.05 hrs Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 his,dt=0.05 hrs Type III 24-hr WQv Rainfall=1.21" Type III 24-hr WQv Rainfall=1.21" Area(sf) CN Description Area(sf) CN Description 2,633 98 Paved parking,HSG A 44,666 98 Roofs,HSG C 2,162 74 >75%Grass cover,Good HSG C 52,567 98 Roofs HSG C 4,795 87 Weighted Average 97,233 98 Weighted Average 2,162 45.09%Pervious Area 97,233 100.00%Impervious Area 2,633 54.91%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 Direct Entry, Subcatchment DA2:West Access Rd Subcatchment DA3:Bldg 37 ttyd, prmph 9lyrsr�tpeu,tt ', ', 0.046 r , ... r -- ...- _ _ o.oaa ' _ _ _ i s Reno ) rv4 Fu oe 0.042zhl — -y p/�/py '�j Type IIN 24 0.04 1pE-11A-4.9-°i° - D D36 - _- r/:�- --- _ VV1v,galnfi .11 .1.21'!_ 0.036 - : _-_ -. D.D34 ) 2 Rurnoff Are6y97'233 Sf 0.032- `,1Area= -,793:sf= LRUrio�'Ff Vo'.Ir�rn�-0.185�f °D3 Rurtbff VoCurneT=�Q03=af D.026 1 Runoff�DeptK=1.00" w o024 -Rttlloffi�efi�h_U 5" r _ , = 0024 � - - � TO t o D D22 i a i �- - - - - S 0 � yq 4-0.02 -- - 0 0.018 p 5 d-min, - I o.o1s 0.014 7 1 1 r 1 7 0.006 - --- - --- -- -- -- 0.006 - - D.00a 0.002 - J °0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58�60 62 64 66 68 70 72 Time(hours) Time(hours) 14077-Exist Type I//24-hr WQv Rainfall=1.21" 14077-Exist Type 11124-hr WQv Rainfall=1.21" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Hydro'CAD010.00 s/n 01445©2011 Hydro CAD Software Solutions LLC Paoe 51 HydroCADO 10.00 s/n 01445 O 2011 HydroCAD Software Solutions LLC Page 52 Summary for Subcatchment DA4:Front Entry Summary for Pond SPi:Mill Pond Runoff = 0.27 cfs @ 12.14 hrs, Volume= 0.024 af, Depth= 0.28" Inflow Area= 4.022 ac, 78.60%Impervious, Inflow Depth= 0.70" for WQv event Inflow = 2.85 cfs @ 12.10 hrs, Volume= 0.233 of Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Primary = 2.85 cis @ 12.10 hrs, Volume= 0.233 af, Atten=0%, Lag=0.0 min Type III 24-hr WQv Rainfall=1.21" Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Area(sf) CN Description 10,840 98 Paved parking,HSG A Pond SPi:Mill Pond 5,300 98 Paved sidewalk,HSG A 25,204 74 >75%Grass cover,Good,HSG C Hv 1rr i t1 3,772 98 Unconnected pavement,HSG C _ r_ d nnnw 25,204 85 Weighted rverage (, s ��f�(VV / PB = �O �aD nRr�mey 25,204 55.86%Pervious Area 3 C 19,912 44.14%Impervious Area 3,772 18.94%Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2 ' 7.7 50 0.0080 0.11 Sheet Flow,Grass Grass:Short n=0.150 P2=3.60" 0.2 20 0.0500 1.57 Shallow Concentrated Flow,Grass o LL Short Grass Pasture Kv=7.0 fps ---------------- --- 0.1 10 0.0200 2.87 Shallow Concentrated Flow,Pavement Paved Kv=20.3 fps 8.0 80 Total Subcatchment DA4:Front Entry -; Mvdrre0r�pt1 a 0 2 4 6 8 10 12 14 16 18 20 22 24 2628 30 32 34 36 38 40 42 44 46 48 50'S2 54 56 58 60 62 64 66 68 70 72 _ _ _ __ _ _ _ ___ Runoff Time(hours) 0.28- 1 b3f6�s" 0.26-' , :., : : ---:_� ,'type�IiR 6.24 ;-- u,V -F34na11-1-� {'-- 0.22 0.2 0.18- r ;Runoff,V6R[nae 0 024-t[f 0.16 _ -- t... _ _ - - -- :Ruhoff Debth 0 8"_ B 0.14 - �u - Mow-Lg�igth�8;0'-- LL 012 a.1 lr-$4 thin 0.08 0.04 Sr.. ___ __ __ _ _ ___ _ _ _ 0.02 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 u62 64 66 68 70 72 Time(hours) 14077-Exist Type lll24-hr WQv Rainfall=1.21" 14077-Exist Type lll24-hr WQv Rainfall=1.21" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD@ 10.00 s/n 01445 02011 HydroCAD Software Solutions LLC Page 53 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 54 Summary for Pond SP1 a:15"Outlet Summary for Pond SP1 b:12"Outlet Inflow Area= 0.644 ac, 63.90%Impervious, Inflow Depth= 0.38" for WQv event Inflow Area= 0.110 ac, 54.91%Impervious, Inflow Depth= 0.35" for WQv event Inflow = 0.27 cfs @ 12.09 hrs, Volume= 0.020 of Inflow = 0.04 cfs @ 12.09 hrs, Volume= 0.003 of Primary = 0.27 cfs @ 12.09 his, Volume= 0.020 af, Atten=0%, Lag=0.0 min Primary = 0.04 cfs @ 12.09 hrs, Volume= 0.003 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Pond SP1 a:15"Outlet Pond SP1b:12"Outlet !iyfirIoproph 0y trogrsph - _ 0.3 I i" r __ _ _ r1 Primary 0.044 - _ _ __ __ I Primary 0.28 0fiOli at�&,a�Q 644 0'C 0.042 _�� I _ _ - 11�ac,- 0.26 7 T-7 r T T - - - 0.04- - r - r - - y _ - _ _ 0.038 0.22 -- ,... __ __ __ _ _ _ 0.2 r 0.032_ _ _ _ _ _ _ --------- 0 .. .18- i r - - r - - O.026" N: - - - - - -,o.1s' ooza- r s T r T r r T-r J L L 0 0.14 r, T ,- , r ,.. r-r-;- 0.022. - - 0.02 0.12 - 0.018 01 - o.o1s;' - - - -- - -- - 008 - - - 0.014: 0.012 - -- - - - -- - - '-- 0.06 0.0a ,- - -- -- r _ r , , r � ' 0.00 0.02 -._ _ ..._._ _._.__.. ...... 0.004: f 0.002.. # 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 4446 48 50 52 54 56 58 60 62 64 66 68 70 72 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) Time(hours) 14077-Exist Type11124-hr WQvRainfal1=1.21" 14077-Exist Type11124-hr WQvRainfal1=1.21" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 55 HydroCADOO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 56 Summary for Pond SPic:Detention Basin Pond SPic:Detention Basin k�ydrt5�ra1.h Inflow Area= 2.232 ac,100.00%Impervious, Inflow Depth= 1.00" for WQv event Inflow = 2.48 cfs @ 12.07 hrs, Volume= 0.185 of d snow Outflow = 2.29 cfs @ 12.09 hrs, Volume= 0.185 af, Atten=8%, Lag=1.0 min Primary = 2.29 cfs @ 12.09 hrs, Volume= 0.185 of Inflow Are6=2.2gZ ac'' Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Peak tlllev=18 04`;.... Peak Elev=78.04'@ 12.10 hrs Surf.Area=3,494 sf Storage=127 cf 2 Storage=127 tf, Plug-Flow detention time=0.8 min calculated for 0.185 of(100%of inflow) Center-of-Mass det.time=0.8 min(781.6-780.8) 1 Round'Culvert Volume Invert Avail.Storage Storage Description o #1 78.00' 13,334 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) —101,004 78.00 3,470 0 0 80.00 4,763 8,233 8,233 , 81.00 5,438 5,101 13,334 0 Device Routing Invert Outlet Devices 0 2 4 6 8 10 12 14 16 18 20 22 24 26 2e 30 32 34 36 38 40 42 44 46 ae so sz sa ss sa so s2 sa ss se 7072 Time(hours) #1 Primary 77.22' 18.0" Round Culvert L=58.0' RCP,square edge headwall, Ke=0.500 Pond SP1 c:Detention Basin Inlet/Outlet Invert=77.22'/76.97' S=0.0043'/' Cc=0.900 n=0.012 Concrete pipe,finished, Flow Area=1.77 sf f 4n an.t9i8rt1nr4fa Primary OutFlow Max=2.27 cfs @ 12.09 hrs HW=78.03' (Free Discharge) 81 s Primary L1=Culvert (Barrel Controls 2.27 cfs @ 3.36 fps) ------------ -------- ------------ ---- -- -- -'---- 80 79 i 78 ss_x r.. o... _7... 2 3 4 5 6 7 B 9 10 11 12 13 14 Discharge(cfs) 14077-Exist Type/I/24-hr WQvRainfall=1.21" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD8 10.00 s/n 01445 92011 HydroCAD Software Solutions LLC Paae 57 Summary for Pond SP1d:15"Culvert Outlet Inflow Area= 1.036 ac, 44.14%Impervious, Inflow Depth= 0.28" for WQv event Inflow = 0.27 cfs @ 12.14 hrs, Volume= 0.024 of Primary = 0.27 cfs @ 12.14 his, Volume= 0.024 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 his Pond SP1d:15"Culvert Outlet HytlYo Fdpf1 12 c r 7 r - i �Primary 0.2B- iyyy , 7J�nLvlrrArea� ,03fs 0.26 a,c_ 0.22 0.2 - - - - -- - - - - - - -, -, -- - _: : 0,18- : u 0.16 _ _ _ _ LL 0.12 _ 71- ,, _ __ _ 0.06 -- - - - -- - - -- - - - -- - - - -- - - -- - - -- : 0.04: � 0.02 $' .._..... 0 0 2 4 6 8 10 1214 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 -._ Time(hours) 14077-PROP-141202 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADOO 10.00 s/n 01445©2011 HVdroCAD Software Solutions LLC Page 2 Area Listing(all nodes) Area CN Description (acres) (subcatchment-numbers) 0.041 70 Woods,Good,HSG C (DA1a) 0.033 72 Woods/grass comb.,Good,HSG C (DA2a) A' 0.108 73 Woods,Fair,HSG C (DA1) DA2 0.634 74 >75%Grass cover,Good,HSG C (DA1,DA1b,DA2,DA2b,DA3a,DA3b,DA4, Acces+d A Alb T (DA2A west Acce d DA4a) west Access Rd woods 0.040 79 50-75%Grass cover,Fair,HSG C (DA1 a) DAia DA1 0 0.524 98 Paved parking,HSG A (DA1,DA1 a,DA1b,DA1c,DA4a) / Io 4 > 0.636 98 Paved parking,HSG C (DA2b,DA3a,DA3b) Parking As Rd A Phrking i NBrth Parking 0.223 98 Paved road,HSG A (DA2,DA4,DA4b) .C41� r§u or DA3b 0.057 98 Paved roads w/curbs&sewers,HSG C (DA4a) (DAi a} to - N � to IO "" 0.245 98 Paved sidewalk,HSG A (DA1,DAia,DA1b,DAic,DA2,DA4,DA4b) Parking 3 0.066 98 Paved sidewalk,HSG C (DA2b,DA3a,DA3b) Access Rd"A" / "" Parking 2 Ma fold Parking 1` / Pi Parking 3 1.207 98 Roofs,HSG C (DA3) 0.087 98 Unconnected pavement,HSG C (DA4,DA4a) pc Pt '+ 18"Outle I DA3a. 0.083 98 Water Surface,0%imp,HSG C (DA2,DA21b,DA3a,DA3b,DA41b) 0.018 98 Water Surface,HSG A (DA1b,DA1c) uac1 5 ounec O Pond y_ o Parking 3 0.014 98 Water Surface,HSG C (DA1,DA4a) r� Parking 3 DA3 ?1 Xh Tr �0 Culoueei /"I (DA4 Bldg 37 Detention Basin 18"Outlet \\ 4 ., DA4a Existing drive Nonhrking � East Parking/Ex Drive �DA4B Acces Rd"A" Subcat each Ond� ELlnk Routing Diagram for 14077•PROPA 41202 .�� a d Prepared by Horsley Witten Group,Inc., Printed 12/2/2014 i"' .-w HydroCAD®10.00 s/n 01445 0 2011 HydroCAD Software Solutions LLC 14077-PROP-141202 Type///24-hr 2YR Rainfall=3.60" 14077-PROP-141202 Type///24-hr 2YR Rainfall=3.60" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADOO 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 3 HydroCADOO 10.00 s/n 01445©2011 HydroCAD Software Solutions LLC Page 4 Time span=0.00-72.00 hrs,dt=0.05 hrs,1441 points Pond B104:North Parking Peak Elev=79.59' Storage=134 cf Inflow=0.47 cfs 0.035 of Runoff by SCS TR-20 method,UH=SCS Primary=0.47 cfs 0.035 of Secondary=0.00 cfs 0.000 of Outflow=0.47 cfs 0.035 of Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Pond BI05:Parking 3 Peak Elev=79.89' Storage=369 cf Inflow=1.39 cfs 0.108 of Subcatchment DAi:Parking 1 Runoff Area=17,052 sf 48.28%Impervious Runoff Depth=2.10" Primary=1.35 cfs 0.108 of Secondary=0.00 cfs 0.000 of Outflow=1.35 cfs 0.108 of Tc=5.0 min CN=85 Runoff=0.97 cfs 0.069 of Pond BI06:Parking 3 Peak Elev=79.87' Storage=426 of Inflow=1.17 cfs 0.091 of Subcatchment DA1a:Parking 2 Runoff Area=8,370 sf 57.59%Impervious Runoff Depth=2.36" Primary=1.12 cis 0.091 of Secondary=0.00 cfs 0.000 of 0utflow=1.12 cfs 0.091 of Tc=5.0 min CN=88 Runoff=0.53 cfs 0.038 of Pond 6107:North Parking Peak Elev=79.54' Storage=52 cf Inflow=0.16 cfs 0.013 of Subcatchment DAi b:Access Rd"A" Runoff Area=2,897 sf 76.60%Impervious Runoff Depth=2.73" Primary=0.16 cfs 0.013 of Secondary=0.00 cfs 0.000 of Outflow=0.16 cfs 0.013 of Tc=5.0 min CN=92 Runoff=0.21 cfs 0.015 of Pond BIOS:Buffer Peak Elev=79.28' Storage=35 of Inflow=0.21 cfs 0.015 of Subcatchment DA1c:Access Rd"A" Runoff Area=3,344 sf 100.00%Impervious Runoff Depth=3.37" Primary=0.21 cfs 0.015 of Secondary=0.00 cfs 0.000 of Outflow=0.21 cfs 0.015 of Tc=5.0 min CN=98 Runoff=0.27 cfs 0.022 of Pond MAN1:Manifold Peak Elev=79.65' Storage=0.001 of Inflow=1.58 cfs 0.128 of Subcatchment DA2:West Access Rd Runoff Area=5,775 sf 72.24%Impervious Runoff Depth=2.83" 8.0" Round Culvert x 12.00 n=0.013 L=28.5' S=0.0000'/' Outflow=1.58 cfs 0.128 of Tc=5.0 min CN=93 Runoff=0.43 cfs 0.031 of Pond P1:Detention Basin Peak Elev=78.19' Storage=674 of Inflow=4.26 cfs 0.339 of Subcatchment DA2a:Woods Runoff Area=1,444 sf 0.00%Impervious Runoff Depth=1.19" 18.0" Round Culvert n=0.012 L=58.0' S=0.0043'/' Outflow=3.08 cfs 0.339 of Tc=5.0 min CN=72 Runoff=0.04 cfs 0.003 of Pond SP1:Mill Pond Inflow=9.13 cfs 0.932 of Subcatchment DA2b:West Access Rd Runoff Area=3,268 sf 53.09%Impervious Runoff Depth=2.36" Primary=9.13 cfs 0.932 of Tc=5.0 min CN=88 Runoff=0.21 cfs 0.015 of Pond SP1a:15"Outlet Inflow=0.29 cfs 0.123 of Subcatchment DA3:Bldg 37 Runoff Area=52,567 sf 100.00%Impervious Runoff Depth=3.37" Primary=0.29 cfs 0.123 of Tc=5.0 min CN=98 Runoff=4.26 cfs 0.339 of Pond SP1b:18"Outlet Inflow=3.13 cfs 0.248 of Subcatchment DA3a:Parking 3 Runoff Area=17,362 sf 91.38%Impervious Runoff Depth=3.25" Primary=3.13 cfs 0.248 of Tc=5.0 min CN=97 Runoff=1.39 cfs 0.108 of Pond SP1c:18"Outlet Inflow=3.08 cfs 0.339 of Subcatchment DA31p:Parking 3 Runoff Area=14,620 sf 88.60%Impervious Runoff Depth=3.25" Primary=3.08 cfs 0.339 of Tc=5.0 min CN=97 Runoff=1.17 cfs 0.091 of Pond SPid:15"Culvert Outlet Inflow=2.84 cfs 0.222 of Subcatchment DA4:Existing drive Runoff Area=23,027 sf 54.08%Impervious Runoff Depth=2.27" Primary=2.84 cfs 0.222 of Tc=8.0 min CN=87 Runoff=1.29 cfs 0.100 of Pond URC1:URCII Peak EIev=79.50' Storage=2,385 of Inflow=1.58 cfs 0.128 of Subcatchment DA4a:East Parking/Ex DriveRunoff Area=23,154 sf 61.42%Impervious Runoff Depth=2.45" Outflow=0.29 cfs 0.123 of Tc=8.0 min CN=89 Runoff=1.39 cfs 0.109 of Subcatchment DA4b:Acces Rd"A" Runoff Area=2,014 sf 69.76%Impervious Runoff Depth=3.37" Tc=5.0 min CN=98 Runoff=0.16 cfs 0.013 of Pond BIOi:Parking 1 Peak EIev=81.25' Storage=1 cf Inflow=0.97 cfs 0.069 of Primary=0.97 cfs 0.069 of Secondary=0.00 cfs 0.000 of Outflow=0.97 cfs 0.069 of Pond B102:Parking 2 Peak EIev=83.67' Storage=0 of Inflow=0.21 cfs 0.015 of Primary=0.00 cfs 0.000 of Secondary=0.21 cfs 0.015 of Outflow=0.21 cfs 0.015 of Pond B103:Access Rd"A" Peak EIev=85.07' Storage=165 cf Inflow=0.27 cfs 0.022 of Primary=0.22 cfs 0.022 of Secondary=0.00 cfs 0.000 of Outflow=0.22 cfs 0.022 of 14077-PROP-141202 Type 11124-hr 2YR Rainfall=3.60" 14077-PROP-141202 Type I//24-hr 2YR Rainfall=3.60" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD e010.00 s/n 01445 02011 HydroCAD Software Solutions LLC Page 5 HydroCAD®10.00 s/n 01445©2011 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment DAi:Parking 1 Summary for Subcatchment DA1a:Parking 2 Runoff = 0.97 cis Qa 12.08 hrs, Volume= 0.069 af, Depth= 2.10" Runoff = 0.53 cfs @a 12.07 hrs, Volume= 0.038 af, Depth= 2.36" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Type III 24-hr 2YR Rainfall=3.60" Type III 24-hr 2YR Rainfall=3.60" Area(sf) CN Description Area(sf) CN Description 6,540 98 Paved parking,HSG A 3,284 98 Paved parking,HSG A 1,223 98 Paved sidewalk,HSG A 1,536 98 Paved sidewalk,HSG A 4,686 73 Woods,Fair,HSG C 1,744 79 50-75%Grass cover,Fair,HSG C 4,133 74 >75%Grass cover,Good,HSG C 1,806 70 Woods Good HSG C 470 98 Water Surface HSG C 8,370 88 Weighted Average 17,052 85 Weighted Average 3,550 42.41%Pervious Area 8,819 51.72%Pervious Area 4,820 57.59%Impervious Area 8,233 48.28%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,5 5.0 Direct Entry, Subcatchment DA1:Parking 1 Subcatchment DA1a:Parking 2 Hydrooraph Hydrd(1raph ' ' Runoft i Runoff 0.55 n.se r os -- - Yp�'��- ►- T1*Ili�4-hr; _ VA;Rain',fiall—$.6 " 0.46 0.4- ���}# all� .��_+,_ " Aun6 ATea"'8"370-it �iunoffi area 17,,052 sf yf?unDfF�%olUme�-0 038 f FRunoff'V6iUMe.-10,'059 of F 0.36 RUn'off:Ddepth_2.;10'` g 03 Ruhbff Deptht2:36" 3 - -i'Tsi3 min; - Td--' .-Q nldin 025- y, 0.2 N.90- - - - 016 0.1 a 0_ 0 a 0 2 46 8�0'12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 56 60 62 64 66 fi87072 , .,. s '0 0 2 4 6 8 10 12 14 16 18 20 2224 26 28 30 32 34 36 38 40 4 Time(hours) 44 46 48 50 52 54 56 58 60 62 64 66 6870 72 ( i Time(hours) 14077-PROP-141202 Type///24-hr 2YR Rainfall=3.60" 14077-PROP-141202 Type 11124-hr 2YR Rainfall=3.60" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADOO 10.00 s/n 01445©2011 HydroCAD Software Solutions LLC Page 7 HydroCADOO 10.00 s/n 01445©2011 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment DAi b:Access Rd"A" Summary for Subcatchment DAi c:Access Rd"A" Runoff = 0.21 cfs @ 12.07 hrs, Volume= 0.015 af, Depth= 2.73" Runoff = 0.27 cfs @ 12.07 hrs, Volume= 0.022 af, Depth= 3.37" Runoff by SOS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Runoff by SOS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Type Ill 24-hr 2YR Rainfall=3.60" Type III 24-hr 2YR Rainfall=3.60" Area(sf) ON Description Area(sf) ON Description 1,222 98 Paved parking,HSG A 1,495 98 Paved parking,HSG A 902 98 Paved sidewalk,HSG A 1,155 98 Paved sidewalk,HSG A 95 98 Water Surface,HSG A 694 98 Water Surface HSG A 678 74 >75%Grass cover,Good,HSG C 3,344 98 Weighted Average 2,897 92 Weighted Average 3,344 100.00%Impervious Area 678 23.40%Pervious Area 2,219 76.60%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Tc Length Slope Velocity Capacity Description 5.0 Direct Entry,5 (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,5 Subcatchment DAic:Access Rd"A" Subcatchment DA1b:Access Rd"A" Hydrogrnph r. 0.28 ,0.23 n Rof 0.26 0.22 :b zY pe Its 4-r11 0 0.2, Ypefir:_ 0.24 - - ?YA nfall o.z - - , - r �, , r ;- r 2 : - - - ` R. f- - -�- 0z -' :Run60JArea�3,3;44-sf �_ ECuiSaf f Area2;8 �= s_ 0o..113s - - '- R Unb31fVo1LtM,F T .S,A02 m2 aEtf o.,e 05 - Fuh6ffDeph=337' 7 0.13. 0 -af-0.14 FLinOffUOl1D2- C o 1 : 7RbDO:°0.12 27 - m -s ; -- 06- 0.07 - - - - - - -- 0.06 I r I 0,06 , I 0.04`, � ,: i r + i 0.04 ' . 0.03 o.oz o 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 A 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 . ..,_ Time(hours) '0 0 2 4"6 8 10 1214 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) 14077-PROP-141202 Type///24-hr 2YR Rainfall=3.60'" 14077-PROP-141202 Type 11124-hr 2YR Rainfall=3.60" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADOO 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 9 Hydro CAD@ 10.00 s/n 01445©2011 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment DA2:West Access Rd Summary for Subcatchment Mai:Woods Runoff = 0.43 cfs @ 12.07 hrs, Volume= 0.031 af, Depth= 2.83" Runoff = 0.04 cis @ 12.09 hrs, Volume= 0.003 af, Depth= 1.19" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 his,dt=0.05 hrs Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 his,dt=0.05 hrs Type III 24-hr 2YR Rainfall=3.60" Type III 24-hr 2YR Rainfall=3.60" Area(sf) CN Description Area(sf) CN Description 3,384 98 Paved road,HSG A 1,444 72 Woods/grass comb. Good HSG C 788 98 Paved sidewalk,HSG A 1,444 100.00%Pervious Area 1,167 74 >75%Grass cover,Good,HSG C 436 98 Water Surface,0%imp HSG C Tc Length Slope Velocity Capacity Description 5,775 93 Weighted Average (min) (feet) (ft/ft) (ft/sec) (cfs) 1,603 27.76%Pervious Area 5.0 Direct Entry, 4,172 72.24%Impervious Area Tc Length Slope Velocity Capacity Description Subcatchment DA2a:Woods (min) (feet) (ft/ft) (ft/sec) (cfs) Hydrograph 5.0 Direct Entry, 0.048- ).046 Subcatchment DA2:West Access Rd 0.044 - aa,i) - - Type Itl 24 b 0.042- - - } _-- HYtfr�xgihRit: o.oa 9111f .6 ,} 0.036 0 46 r i t -- - G'1 R 00.003324 - 1 044 a �r} Type 2 -�lt - �_4F44 Sf- unoff y 0028 + - - R'uno�f Aeea oat 11 - RUhbffV,oTU'me .'�03-df- 038 - - LEiT Rna'1—}'1-.�lJ°+- =0.026 _a_ ,. _ _ _ _�f-1'liFFt-Jff _ �__ 3 0.024- �- t'- 032 Rrrneff Area-5x775 S#_ 0022 �I C 5.0 n 0.3 J RctnUff Vol U111e-0 E331 df IIT 0.018 o.z6 _ 0.016- 024 Riahbff D'epfFr 2 83` oo;Z- - - - 0 022r � rs 111 Pil 0.0, - - - LL 0.2 , .. i , , _ .i.... 0.008 - - - - , a � \./,V JJ , + r 0.006- 0.1s r_ _- o.00a 0.1a.'" o.002 " 0 0 0.1 0 2 4 6 8 10 12 14 16 18 20 22 24 P6 28 30 32 34 36 38 40 42 44 46 4B 50 52 54 56 58 60 6' 64 66 68 70 72 .1 0.08- } ~ - Time(hours) rrrrr -i -..�1....i'r- 0.06-" 0.oa:'' 4 i 0. J 0 2 4 6 6 10 12 14 16 18 20 22 24 26 28 30 32 34 36 3B 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) 14077-PROP-141202 Type///24-hr 2YR Rainfall=3.60" 14077-PROP-141202 Type 11124-hr 2YR Rainfall=3.60" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD010.00 s/n 01445 92011 HydroCAD Software Solutions LLC Paqe 11 HydroCADO 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Paoe 12 Summary for Subcatchment DA21b:West Access Rd Summary for Subcatchment DA3:Bldg 37 Runoff = 0.21 cfs @ 12.07 hrs, Volume= 0.015 af, Depth= 2.36" Runoff = 4.26 cis @ 12.07 hrs, Volume= 0.339 af, Depth= 3.37" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Type III 24-hr 2YR Rainfall=3.60" Type III 24-hr 2YR Rainfall=3.60" Area(sf) CN Description Area(sf) CN Description 1,571 98 Paved parking,HSG C 52,567 98 Roofs,HSG C 164 98 Paved sidewalk,HSG C 52,567 100.00%Impervious Area 197 98 Water Surface,0%imp,HSG C 1,336 74 >75%Grass cover,Good,HSG C Tc Length Slope Velocity Capacity Description 3,268 88 Weighted Average (min) (feet) (ft/ft) (ft/sec) (cfs) 1,533 46.91%Pervious Area 5.0 Direct Entry, 1,735 53,09%Impervious Area Tc Length Slope Velocity Capacity Description Subcatchment DA3:Bldg 37 (min) (feet) (ft/ft) (ft/sec) (cfs) Hydrograph 5.0 Direct Entry, r0 Runofl Subcatchment DA2b:West Access Rd 6 a j:. Tayne IIN 24=fir 4 � Hy<tr0rrih brf M;R fia11�3;6 023 J nRuno(1 h666ff AreaT52;567 sf 022 - msl - - i_�_� - , -,-- r - _-- - f721 I Zt __ __ r --f- r r-r- r -r-r -,-I 'I 21 hype III 3- Rurio�ff Volum6-0.339 6f 0.8-. fi}3agri all^3: 0"- Runoff Depth=3 37" rr 0.17 o TF-5:f}fn' 0.,s - Run6 f Area= 2b6-St LL Z 0.,5 I �RunQf�iVoJiiu5&-0.0 5-e 0.,4_ 80.13 13--tbffD fh M-6"_.. , ...Ii1�.11.. 0.08' i I 0.05' -- ._ - - - -- - - -- - - -- 0 2 4 6 8 10 12 14,6 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 + r r r + r - -, r r - r r Time(hours) i 0.02 -.r...r..-r..-r-_,_-i-�_,._r._r-i-,-T_;--r.................r._r_,-...,_..,.-._r._,.-...,.... 0.01 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 4446 4850 52 54 56 58j60 62 64 66 68 70 72 Time(hours) 14077-PROP-141202 Type/I/24-hr 2YR Rainfall=3.60" 14077-PROP-141202 Type/I/24-hr 2YR Rainfall=3.60" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD010.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 13 HydroCADOO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment DA3a:Parking 3 Summary for Subcatchment DA31b:Parking 3 Runoff = 1.39 cfs @ 12.07 hrs, Volume= 0.108 af, Depth= 3.25" Runoff = 1.17 cfs @a 12.07 hrs, Volume= 0.091 af, Depth= 3.25" Runoff,by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Type III 24-hr 2YR Rainfall=3.60" Type III 24-hr 2YR Rainfall=3.60" Area(sf) CN Description Area(sf) ON Description 14,663 98 Paved parking,HSG C 11,454 98 Paved parking,HSG C 1,203 98 Paved sidewalk,HSG C 1,500 98 Paved sidewalk,HSG C 1,030 98 Water Surface,0%imp,HSG C 1,322 98 Water Surface,0%imp,HSG C 466 74 >75%Grass cover,Good HSG C 344 74 >75%Grass cover,Good HSG C 17,362 97 Weighted Average 14,620 97 Weighted Average 1,496 8.62%Pervious Area 1,666 11.40%Pervious Area 15,866 91.38%Impervious Area 12,954 88.60%Impervious Area To Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 Direct Entry, Subcatchment DA3a:Parking 3 Subcatchment DA3b:Parking 3 Mydeo9en0N Hyrtrot7i'nph Typellp 24-�1r, Type 11�24 �1r 2YR Rainfall_ " 66 2YR Rainfall� :6(J't 1i7�36 f- k6n6ff,Area414,62b sf Fiurloff,Voltrme-'0 108f Rtfnoff Volum��0.091 of Runoff Depth=3.25" Runoff'Depth=3.25'° ; LL Tc=5.Q mjn LL T6=5.0 rn�ln 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 446 48 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) Time(hours) 14077-PROP-141202 Type 11124-hr 2YR Rainfall=3.60" 14077-PROP-141202 Type///24-hr 2YR Rainfal1=3.60" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD@ 10 00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 15 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment DA4:Existing drive Summary for Subcatchment DA4a:East Parking/Ex Drive Runoff = 1.29 cfs @ 12.11 hrs, Volume= 0.100 af, Depth= 2.27" Runoff = 1.39 cfs @ 12.11 hrs, Volume= 0.109 af, Depth= 2.45" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Type III 24-hr 2YR Rainfall=3.60" Type III 24-hr 2YR Rainfall=3.60" Area(sf) CN Description Area(sf) CN Description 5,161 98 Paved road,HSG A 10,298 98 Paved parking,HSG A 4,810 98 Paved sidewalk,HSG A 153 98 Water Surface,HSG C 10,575 74 >75%Grass cover,Good,HSG C 2,479 98 Paved roads w/curbs&sewers,HSG C 2,481 98 Unconnected pavement HSG C 1,291 98 Unconnected pavement,HSG C 23,027 87 Weighted Average 8,933 74 >75%Grass cover,Good,HSG C 10,575 45.92%Pervious Area 23,154 89 Weighted Average 12,452 54.08%Impervious Area 8,933 38.58%Pervious Area 2,481 19.92%Unconnected 14,221 61.42%Impervious Area 1,291 9.08%Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Tc Length Slope Velocity Capacity Description 8.0 Direct Entry, (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment DA4:Existing drive rtvdra0.ph Subcatchment DA4a:East Parking/Ex Drive Hydrogroph �Runolf TYpeill��4-�r � 9 2YR Ralnfiall-$60" j Type 111 24 I�unafi,Area" sf.... 2YR Rainfall 3:60'! Runoff,Volume=0.1,00f - Runoff Ares-23}154_s _ Run'off Depth-2. �" Runoff Volume�0.109 of 3 Runoff iDepth,2.45" Tc=B.( rain Tp-g.O mil N $ LL CN40 0 2 4 6 8 10 12 14 16 18 20 2224 26 28 30 3234 36 38 40 4244 46 48 50 5254 56 58 60 62 6466 6870 72 0 -' - Time(hours) 0 2 4 6 8 10 12 14 i6 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 46 50 52 54 56 56 60 62 64 66 68 70 72 Time(hours) 14077-PROP-141202 Type///24-hr 2YR Rainfall=3.60" 14077-PROP-141202 Type if/24-hr 2YR Rainfall=3.60" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADO 10.00 s/n 01445 O 2011 HydroCAD Software Solutions LLC Pace 17 HydroCADO 10.00 sin 01445 O 2011 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment DA4b:Acces Rd"A" Summary for Pond B101:Parking 1 Runoff = 0.16 cfs @ 12.07 hrs, Volume= 0.013 af, Depth= 3.37" Inflow Area= 0.391 ac, 48.28%Impervious, Inflow Depth= 2.10" for 2YR event Inflow = 0.97 cfs @ 12.08 hrs, Volume= 0.069 of Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Outflow = 0.97 cfs @ 12.08 hrs, Volume= 0.069 af, Atten=0%, Lag=0.0 min Type III 24-hr 2YR Rainfall=3.60" Primary = 0.97 cfs @ 12.08 hrs, Volume= 0.069 of Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Area(sf) CN Description 1,162 98 Paved road,HSG A Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs 243 98 Paved sidewalk,HSG A Peak Elev=81.25'@ 12.08 hrs Surf.Area=433 sf Storage=1 cf 609 98 Water Surface,0%imp,HSG C 2,014 98 Weighted Average Plug-Flow detention time=0.0 min calculated for 0.069 of(100%of inflow) 609 30.24%Pervious Area Center-of-Mass det.time=0.0 min(820.0-820.0) 1,405 69.76%Impervious Area Volume Invert Avail.Storage Storage Description Tc Length Slope Velocity Capacity Description #1 81.25' 841 cf Custom Stage Data(Prismatic)Listed below(Recalc) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) Subcatchment DA4b:Acces Rd"A" 81.25 432 0 0 82.00 776 453 453 HvdroprAph 82.50 776 388 841 0.16 , __ __ _ __ __i_�_ Punofr o1r viol p Invert Outlet Devices 01s _ -- #1 Primary 76.91 Device Boutin I t , ar 12.0" Round Culvert L=5.0' CPP,end-section conformingto fill, Ke=0.500 0.15 _ _ __ - �Ra�lla _ .�ou� Inlet/Outlet Invert=76.91'/76.78' S=0.0260'/' Cc=0.900 o.1a n=0.012, Flow Area=0.79 sf 0.13 -_ _ ,....... _ - Runoff,Ar-eaz.2,Q'1- 1-if- #2 Device 1 79.20, 24.0"Horiz.Orifice/Grate C=0.600 0.12 _ Limited to weir flow at low heads °.,, -- _ _ _ ,RufnofflUolt,trt5�s00"I3-af- #3 Device 1 79.12' 4.0" Round Culvert Ruhbff De fh 37" 009 -- L=43.0' CPP,projecting,no headwall, Ke=0.900 u ooe =rJ Inlet/Outlet Invert=79.12'/78.91' S=0.0049'/' Cc=0.900 007 . I.. n=0.010 PVC,smooth interior, Flow Area=0.09 sf , 0.06 =9 #4 Device 3 81.25' 2.470 in/hr Exfiltration over Surface area 0.05 ' __ #5 Secondary 82.00' 5.0'long x 3.0'breadth Broad-Crested Rectan ular Weir g 0 oa Head(feet) 0.20 0.40 0.60 MO 1.00 1.20 1.40 1.60 1.80 2.00 _ � �_� 2,50 3.00 3.50 4.00 4.50 , _ Goef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 0.03 0.02 _ '- `-`-'-'- - -`- -'- `-'_-'- - 272 281 292 297 307 332 0.01 ° Prima oa . cfs . rs =81.25 Fr g 0 2 4 6 B 1012141616 20 22 24 26 26 30 32 34 36 38 40 42 44 46 48 50 52 54 56 56 60 62 64 66 68 70 72 Primary OutFlw Mx=741f @ 1208 h HW ' (Free e Time(hours) =Culvert (Inlet Controls 7.41 cfs @ 9.44 fps) 2=Orifice/Grate (Passes<21.67 cfs potential flow) Culvert (Passes<0.43 cfs potential flow) =Exfiltration (Passes<0.02 cfs potential flow) econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=81.25' (Free Discharge) =Broad-Crested Rectangular Weir (Controls 0.00 cfs) 14077-PROP-141202 Type 11124-hr 2YR Rainfall=3.60" 14077-PROP-141202 Type 1/124-hr 2YR Rainfall=3.60" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 19 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 20 Pond BI01:Parking 1 Summary for Pond B102:Parking 2 Hytfraprsp0 Inflow Area= 0.067 ac, 76.60%Impervious, Inflow Depth= 2.73" for 2YR event i 1mw Inflow = 0.21 cfs @ 12.07 hrs, Volume= 0.015 of y os J o P ttiow Outflow = 0.21 cfs @ 12.07 hrs, Volume= 0.015 af, Allen=0%, Lag=0.0 min ' IrahOw, Area 0 391 ac, 9 seco wary Primary = 0.00 cfs @ 12.07 hrs, Volume= 0.000 of pea� �eN�8�.� �� Secondary= 0.21 cfs @ 12.07 hrs, Volume= 0.015 of 51tOrage,l cf; Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Peak Elev=83.67'@ 12.07 hrs Surf.Area=94 sf Storage=0 cf i, Plug-Flow detention time=0.0 min calculated for 0.015 of(100%of inflow) Center-of-Mass det.time=0.0 min(792.7-792.7) 3 s Volume Invert Avail.Storage Storage Description #1 83.67' 172 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 83.67 94 0 0 .veers r 84.00 235 54 54 84.50 235 118 172 0 2 4 6 81012141618202224262830323436384042444648505254565860626466687072 Time(hours) Device Routing Invert Outlet Devices #1 Primary 76.91' 12.0" Round Culvert L=5.0' CPP,end-section conforming to fill, Ke=0.500 Inlet/Outlet Invert=76.91'/76.78' S=0.0260 7' Cc=0.900 n=0.012, Flow Area=0.79 sf #2 Device 1 83.50' 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 77.26' 4.0" Round Culvert L=50.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=77.26'/77.01' S=0.0050 7' Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf #4 Device 3 83.67' 2.470 in/hr Exfiltration over Surface area #5 Secondary 79.80' 5.0'long x 3.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=1.45 cfs @ 12.07 hrs HW=83.67' (Free Discharge) t1=Culvert (Passes 1.45 cfs of 9.46 cfs potential flow) t2=Orifice/Grate (Weir Controls 1.44 cfs @ 1.35 fps) 3=Culvert (Passes 0.01 cfs of 0.72 cfs potential flow) t-4=Exfiltration (Exfiltration Controls 0.01 cfs) econdary OutFlow Max=115.87 cfs @ 12.07 hrs HW=83.67' (Free Discharge) =Broad-Crested Rectangular Weir (Weir Controls 115.87 cfs @ 5.99 fps) 14077-PROP-141202 Type 11124-hr 2YR Rainfal1=3.60" 14077-PROP-141202 Type ll/24-hr 2YR Rainfall=3.60" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 21 HydroCADO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 22 Pond B102:Parking 2 Summary for Pond B103:Access Rd"A" tiyrfr0grratlh _ Inflow Area= 0.077 ac,100.00%Impervious, Inflow Depth= 3.37" for 2YR event U moow Inflow = 0.27 cfs @ 12.07 hrs, Volume= 0.022 of L i/y P mary Outflow = 0.22 cfs @ 12.16 hrs, Volume= 0.022 at, Atten=19%, Lag=5.2 min 0.23 - ln'ff1 ow-/�PB,a. �.d��aC� ,Secondary Primary = 0.22 cfs @ 12.16 hrs, Volume= 0.022 of 021 0: - nn{y 1 `'gyp c Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of 02z 1'r' kt�Y P.V`®(J3 V7'T- °z. 0 iB SiOra e-0&f_ Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs o e - Peak Elev=85.07'@ 12.16 hrs Surf.Area=563 sf Storage=165 cf 0.15- Plug-Flow detention time=20.8 min calculated for 0.022 of 100%of inflow ,-,0.14 - ( ) Center-of-Mass det.time=20.8 min(773.9-753.1) 012 Volume Invert Avail.Storage Storage Description LL °09 _ _ #1 84.78' 282 cf Custom Stage Data(Prismatic)Listed below(Recalc) 0.08 0.07 - 0.06 _ _ Elevation Surf.Area Inc.Store Cum.Store r r 0.04 (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.02 r' t, /i' t!s, rr,.i �� 84.78 563 0 0 °01 a - 85.11 563 186 186 ° 85.28 563 96 282 0 2 4 6 8 1012141618202224262830323436384042444648505254565860626466687072 Time(hours) Device Routing Invert Outlet Devices #1 Primary 81.22' 12.0" Round Culvert L=52.0' OPP,end-section conforming to fill, Ke=0.500 Inlet/Outlet Invert=81.22'/80.96' S=0.0050 7' Cc=0.900 n=0.012, Flow Area=0.79 sf #2 Device 1 85.03, 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 81.65' 4.0" Round Culvert L=67.0' OPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=81.65'/81,32' S=0.0049'/' Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf #4 Device 3 84.78, 2.470 in/hr Exfiltration over Surface area #5 Secondary 85.1 V 5.0'long x 3.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow, Max=0.21 cfs @ 12.16 hrs HW=85.07' (Free Discharge) L1=Culvert (Passes 0.21 cfs of 6.54 cfs potential flow) 1 2=Orifice/Grate (Weir Controls 0.18 cfs @ 0.67 fps) 3=Culvert (Passes 0.03 cfs of 0.48 cfs potential flow) L4=Exfiltration (Exfiltration Controls 0.03 cfs) econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=84.78' (Free Discharge) =Broad-Crested Rectangular Weir (Controls 0.00 cfs) 14077-PROP-141202 Type 11124-hr 2YR Rainfall=3.60" 14077-PROP-141202 Type/H24-hr 2YR Rainfall=3.60" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADOO 10.00 s/n 01445 02011 HydroCAD Software Solutions LLC Page 23 HydroCADOO 10.00 sin 01445 ©2011 HydroCAD Software Solutions LLC Page 24 Pond B103:Access Rd"A" Summary for Pond 13104:North Parking NVt3roprs+�h -�- Inflow Area= 0.166 ac, 57.79%Impervious, Inflow Depth= 2.50" for 2YR event i now Inflow = 0.47 cfs @ 12.07 hrs, Volume= 0.035 of jo I ❑ouamw Outflow = 0.47 cfs @ 12.09 hrs, Volume= 0.035 af, Atten=0%, Lag=0.7 min n P imary 0.3 _ ,Inflow A_rea1,077 ac_i_ f�Secondary Primary = 0.47 cfs @ 12.09 hrs, Volume= 0.035 of ozs ,' :.........:...r_;__:_ _;_ _;_ __;_r-:-,R 2N�$� _- _ Secondary 0.00cfs@ 0.00 hrs, Volume= 0.000af Peak EI, .07', 0.26 tv.?? - -- o za '' I r Sforag6'165 bf Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Peak Elev=79.59'@ 12.09 hrs Surf.Area=299 sf Storage=134 cf 0.22 _ _-- --- Plug-Flow detention time=39.7 min calculated for 0.035 of(100%of inflow) a -TT - Center-of-Mass det.time=39.7 min(834.3-794.6) �.0.16 - - $ Volume Invert Avail.Storage Storage Description 0.12 #1 79.00' 277 cf Custom Stage Data(Prismatic)Listed below(Recaic) 0.08 _-_ __ ___ ____ Elevation Surf.Area InaStore Cum.Store o.os-',,' f _'. '_. .'.-'. '- .. (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.04 r i,,.` t ✓ ��.-r r� r, 79.00 154 0 0 o d 80.00 400 277 277 0 2 4 6 8 1012 14 16 18 2022 24 2628 30 32 34 3638 40 4244 46 48 50 5254 56 5860 62 64 66 687D 72 Device Routing Invert Outlet Devices Time(hours) #1 Primary 76.14' 12.0" Round Culvert L=22.0' CPP,end-section conforming to fill, Ke=0.500 Inlet/Outlet Invert=76.14'/76.03' S=0.0050 7' Cc=0.900 n=0.012, Flow Area=0.79 sf #2 Device 1 79.53' 36.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 76.41' 4.0" Round Culvert L=37.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=76.41'/76.24' S=0.0046'/' Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf #4 Device 3 79.00' 2.470 in/hr Exfiltration over Surface area #5 Secondary 79.70' 3.0'long x 3.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1,20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.45 cfs @ 12.09 hrs HW=79.59' (Free Discharge) t1=Culvert (Passes 0.45 cfs of 6.49 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.44 cfs @ 0.79 fps) y Culvert (Passes 0.02 cfs of 0.55 cfs potential flow) T 4=Exfiltration (Exfiltration Controls 0.02 cfs) Secondary OutFlow, Max=0.00 cfs @ 0.00 hrs HW=79.00' (Free Discharge) T 5=Broad-Crested Rectangular Weir (Controls 0.00 cfs) 14077-PROP-141202 Type 11124-hr 2YR Rainfall=3.60" 14077-PROP-141202 Type///24-hr 2YR Rainfall=3.60" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD06 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 25 HydroCADOO 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 26 Pond B104:North Parking Summary for Pond B105:Parking 3 t1y�r0�r�r�r, Inflow Area= 0.399 ac, 91.38%Impervious, Inflow Depth= 3.25" for 2YR event (e I outtloW Inflow - 1.39 cfs @ 12.07 hrs, Volume 0.108 of Outflow - 1.35 cfs @ 12.10 hrs, Volume= 0.108 at, Atten=3%, Lag=1.5 min Inflow Brea=O,i66 ac Primary e dary Primary - 1.35 cfs @ 12.10 hrs, Volume= 0.108 of 0.5 - ^.� _ Secondary- 0.00 cfs @ D.00 hrs, Volume= 0.000 of 1Teak�ge���3 GIr 0.45 rftir'ag�-T3 _f Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs 0.4- Peak Elev=79.89'@ 12.10 hrs Surf.Area=904 sf Storage=369 cf 0.35 Plug-Flow detention time=20.1 min calculated for 0.108 of(100%of inflow) 0.3-" - - Center-of-Mass det.time=20.1 min(782.3-762.2) g 0 .25 Volume Invert AvaiLStorage Storage Description 0.2 #1 79.48' 470 cf Custom Stage Data(Prismatic)Listed below(Recalc) o.1s , - - ,1- -'1 -1 , -r- -TT- Elevation Surf.Area Inc.Store Cum.Store 01 (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.05, / r ✓ l W. fr r ., y✓ 79.48 904 0 0 �c 80.00 904 470 470 0 2 4 6 8 101214161820222426283032343638404244464B50 5254 56 5860 62 64 66 6870 72 Device Routing Invert Outlet Devices Time(hours) #1 Primary 76.68' 12.0" Round Culvert L=21.0' CPP,end-section conforming to fill, Ke=0.500 Inlet/Outlet Invert=76.68'/76.58' S=0.0048/' Cc=0.900 n=0.012, Flow Area=0.79 sf #2 Device 1 79.73' 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 77.03' 4.0" Round Culvert L=50.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=77.03'/76.78' S=0.0050'/' Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf #4 Device 3 77.20, 0.5"Vert.Orifice/Grate X 240.00 C=0.600 #5 Device 4 79.48' 2.470 in/hr Exfiltration over Surface area 46 Secondary 79.90' 5.0'long x 3.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=1.34 cfs @ 12.10 hrs HW=79.89' (Free Discharge) t1=Culvert (Passes 1.34 cfs of 6.22 cfs potential flow) I2=Orifice/Grate (Weir Controls 1.28 cfs @ 1.30 fps) 3=Culvert (Passes 0.05 cfs of 0.48 cfs potential flow) 4=Orifice/Grate (Passes 0.05 cfs of 2.57 cfs potential flow) �5=Exfiltration (Exfiltration Controls 0.05 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=79.48' (Free Discharge) t-6=Broad-Crested Rectangular Weir (Controls 0.00 cfs) 14077-PROP-141202 Type 11124-hr 2YR Rainfall=3.60" 14077-PROP-141202 Type 11124-hr 2YR Rainfall=3.60" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADO 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Pace 27 HydroCADO 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 28 Pond B105:Parking 3 Summary for Pond 113106:Parking 3 kfydrt omph Inflow Area= 0.336 ac, 88.60%Impervious, Inflow Depth= 3.25" for 2YR event i n w Inflow = 1.17 cfs @ 12.07 hrs, Volume= 0.091 of [.5s ] �°miary Outflow = 1.12 cfs @ 12.10 hrs, Volume= 0.091 af, Atten=5%, Lag=1.8 min Inflow.Area O 399 as a Se-day Primary = 1.12 cfs @ 12.10 hrs, Volume= 0.091 of r Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Peak E[' V 79.$9 St TO -- 6' -Of-Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Peak Elev=79.87'@ 12.10 hrs Surf.Area=1,099 sf Storage=426 cf i- Plug-Flow detention time=20.7 min calculated for 0.091 of(100%of inflow) Center-of-Mass det.time=20.7 min(782.9-762.2) 9 Volume Invert Avail .Storage Storage Description LL #1 79.48' 571 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store i (feet) (sq-ft) (cubic-feet) (cubic-feet) 79.48 1,099 0 0 ra 80.00 1,099 571 571 0 2 4 6 8 1012141618202224262830323436384042444648505254565860626466687072 Device Routing Invert Outlet Devices Time(hours) #1 Primary 77.01' 12.0" Round Culvert L=5.0' CPP,end-section conforming to fill, Ke=0.500 Inlet/Outlet Invert=77.01'/76.98' S=0.0060'/' Cc=0.900 n=0.012, Flow Area=0.79 sf #2 Device 1 79.73' 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 77.36' 4.0" Round Culvert L=50.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=77.36'/77.11' S=0.0050'/' Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf #4 Device 3 77.46' 0.5"Vert.Orifice/Grate X 240.00 C=0.600 #5 Device 4 79.48' 2.470 in/hr Exfiltration over Surface area #6 Secondary 79.90' 5.0'long x 3.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=1.11 cfs @ 12.10 hrs HW=79.87' (Free Discharge) t-1=Culvert (Passes 1.11 cfs of 5.81 cfs potential flow) �--2=Orifice/Grate (Weir Controls 1.05 cfs @ 1.21 fps) 3=Culvert (Passes 0.06 cfs of 0.45 cfs potential flow) tom-Orifice/Grate (Passes 0.06 cfs of 2.43 cfs potential flow) t_5=Exfiltration (Exfiltration Controls 0.06 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=79.48' (Free Discharge) t 6=Broad-Crested Rectangular Weir (Controls 0.00 cfs) 14077-PROP-141202 Type 11124-hr 2YR Rainfall=3.60" 14077-PROP-141202 Type///24-hr 2YR Rainfall=3.60" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADO 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 29 HydroCADO 10.00 s/n 01445 @ 2011 HVdroCAD Software Solutions LLC Page 30 Pond B106:Parking 3 Summary for Pond 13I07:North Parking hYt,#�oOMa+F?P1 Inflow Area= 0.046 ac, 69.76%Impervious, Inflow Depth= 3.37" for 2YR event JW Infl w Inflow = 0.16 cfs @ 12.07 hrs, Volume= 0.013 of ❑o niow Outflow = 0.16 cfs @ 12.08 hrs, Volume= 0.013 af, Atten=1%, Lag=0.8 min Midi16h6w Area' ., 336 ac; se o d., Primary = 0.16 cfs @ 12.08 hrs, Volume= 0.013 of 1 zzr: Roak EIeV=70.$T Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of $to Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Peak Elev=79.54'@ 12.08 hrs Surf.Area=203 sf Storage=52 cf Plug-Flow detention time=17.0 min calculated for 0.013 of(100%of inflow) Center-of-Mass det.time=17.0 min(770.0-753.1) - Volume Invert Avail.Storage Storage Description LL #1 79.28' 146 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) r �s x, eYx. 'lr✓.G1 Jx...f�'st�GX,"la.1s3�.G, '✓�ii. :. ,.:;,;:e'��'. 79.28 203 0 0 ' 80.00 203 146 146 0 2 4 6 8 1012141618202224262830323436384042444648505254565860626466687072 Time(hours) q Device Boutin_ Invert Outlet Devices #1 Primary 76.98' 12.0" Round Culvert L=5.0' CPP,end-section conforming to fill, Ke=0.500 Inlet/Outlet Invert=76.97'/76.98' S=-0.0020'/' Cc=0.900 n=0.012, Flow Area=0.79 sf #2 Device 1 79.50, 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 77,13' 4.0" Round Culvert L=11.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=77.13'/77.07' S=0.0055 7' Cc=0.900 n-0.010 PVC,smooth interior, Flow Area=0.09 sf #4 Device 3 77.25, 0.5"Vert.Orifice/Grate X 240.00 C=0.600 #5 Device 4 79.28' 2.470 in/hr Exfiltration over Surface area #6 Secondary 79.90' 5.0'long x 3.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3,07 3.32 Primary OutFlow Max=0.16 cfs @ 12.08 hrs HW=79.54' (Free Discharge) t-1=Culvert (Passes 0.16 cfs of 5.42 cfs potential flow) t2=Orifice/Grate (Weir Controls 0.14 cfs @ 0.63 fps) 3=Culvert (Passes 0.01 cfs of 0.50 cfs potential flow) tom-Orifice/Grate (Passes 0.01 cfs of 2.37 cfs potential flow) t-5=Exfiltration (Exfiltration Controls 0.01 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=79.28' (Free Discharge) t-6=Broad-Crested Rectangular Weir (Controls 0.00 cfs) 14077-PROP-141202 Type 11124-hr 2YR Rainfall=3.60" 14077-PROP-141202 Type///24-hr 2YR Rainfall=3.60" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAnn 10.00 sin nt 445 @ 2011 HVdroCAD Software Solutions LLC Page 31 HydroCADO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 32 Pond B107:North Parking Summary for Pond B108:Buffer tlylfrntle�fitl ___ Inflow Area= 0.075 ac, 53.09%Impervious, Inflow Depth= 2.36" for 2YR event inflow Inflow = 0.21 cfs @ 12.07 hrs, Volume= 0.015 of I w f. ❑o mew Outflow = 0.21 cfs @ 12.08 hrs, Volume= 0.015 af, Atten=0%, Lag=0.6 min �n OW �Ec Q 164c SecondaryPrimary Primary = 0.21 cfs @ 12.08 hrs, Volume= 0.015 of °'18 L14C's r Secondary 0.00 cfs @ 0.00 hrs, Volume= 0.000 of eaW 0.16- 0.15 -' ... f5=52 d_ Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Peak Elev=79.28'@ 12.08 hrs Surf.Area=180 sf Storage=35 cf 0.13-' 0.12. _ [;_- ,_' _ Plug-Flow detention time=16.2 min calculated for 0.015 of(100%of inflow) _ _ - Center-of-Mass det.time=16.1 min(825.5-809.4 0 1 ) 3 0.09 _ Volume Invert Avail.Storage Storage Description 0.08 , __ r 1 r_ ___ _i - _ #1 79.03' 250 cf Custom Stage Data(Prismatic)Listed below(Recalc) 0.06 ' 0.0s. ' Elevation Surf.Area Inc.Store Cum.Store 0.04 (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.03 79.03 93 0 0 o 02 80.00 423 250 250 0 2 4 6 8 1012141618202224262830323436384042444648505254565860626466687072 Device Routing Invert Outlet Devices Time(hours) #1 Primary 76.60' 12.0" Round Culvert L=4.0' CPP,end-section conforming to fill, Ke=0.500 Inlet/Outlet Invert=76.60'/76.58' S=0.0050'/' Cc=0.900 n=0.012, Flow Area=0.79 sf #2 Device 1 79.25' 36.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 76,74' 4.0" Round Culvert L=27.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=76.74'/76.60' S=0.0052'/' Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf #4 Device 3 79.03' 2.470 in/hr Exfiltration over Surface area #5 Secondary 79.50' 3.0'long x 3.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFiow Max=0.20 cfs @ 12.08 hrs HW=79.28' (Free Discharge) t-1-Culvert (Passes 0.20 cfs of 5.59 cfs potential flow) rI-2=Orifice/Grate (Weir Controls 0.19 cfs @ 0.60 fps) ll�� Culvert (Passes 0.01 cfs of 0.51 cfs potential flow) =Exfiltration (Exfiltration Controls 0.01 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=79.03' (Free Discharge) t-5=Broad-Crested Rectangular Weir (Controls 0.00 cfs) 14077-PROP-141202 Type 11124-hr 2YR Rainfall=3.60" 14077-PROP-141202 Type W 24-hr 2YR Rainfall=3.60" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD@ 10.00 s/n 01445 @ 2011 HvdroCAD Software Solutions LLC Page 33 HydroCAD@ 10.00 s/n 01445 @ 2011 HvdroCAD Software Solutions LLC Page 34 Pond BI08:Buffer Summary for Pond MAN1:Manifold ldyr(rfl.�9r•h(�h Inflow Area=. 0.727 ac, 58.79%Impervious, Inflow Depth= 2.12" for 2YR event -------- in I- Inflow = 1.58 cfs @ 12.09 hrs, Volume= 0.128 of L C t o nlow Outflow = 1.58 cfs @ 12.09 hrs, Volume= 0.128 af, Atten=0%, La 0.0 min o.z3 L 1 �o /jfea�0 Q75 aE Primary ary Primary = 1.58 cfs @ 12.09 hrs, Volume= 0.128 of g 0.22 7 Ptak'!`leb'�79 28'- ooz - -- - - Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs/3 019. '-Stbrad6 35�tf- Peak Elev=79.65'@ 12.D9 hrs Surf.Area=0.000 ac Storage=0.001 of 018. 017.. 0.16 Plug-Flow detention time=5.3 min calculated for 0.128 of(100%of inflow) 0.15 __ _ - - - - Center-of-Mass det.time=2.7 min(811.8-809.1) a aii Volume Invert Avail.Storage Storage Description of #1 78.00' 0.001 of 24.0"D x 10.51 Pipe Storage LL o.os - 0.06 0.07 - Device Routing Invert Outlet Devices 0 os #1 Primary 79.33' 8.0" Round Culvert X 12.00 0. L=28.5' CPP,projecting,no headwall, Ke=0.900 0 0.02 03 , E��� y f may. Inlet/Outlet Invert=79.33'/79.33' S=0.0000'/' Cc=0.900 0.ie n=0.013 Corrugated PE,smooth interior, Flow Area=0.35 sf 0 2 4 6 8 1012141618202224262830Tme(hours)4244 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Primary OutFlow Max=1.55 cfs @ 12.09 hrs HW=79.65' (Free Discharge) t--1=Culvert (Barrel Controls 1.55 cfs @ 1.14 fps) Pond MAN1:Manifold Hydrogmph f1 Se rl i � ' pu Primary ' Infiidw Ar6a =0.727; cd - Peek Elev_7�.65' Storage 0.001 of - 8� Round Culvert x T OG S=0"0000 �r 6 0 2 4 6 8 10 12 14 16 18 20 2224 2628 30 32 34 36 38 40 4244 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) 14077-PROP-141202 Type///24-hr 2YR Rainfall=3.60" 14077-PROP-141202 Type 11/24-hr 2YR Rainfall=3.60" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD@ 10 00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 35 HydroCAD@ 10.00 cm 01445 02011 HydroCAD Software Solutions LLC Page 36 Summary for Pond Pi:Detention Basin Pond Pi:Detention Basin Nyeirat}ra��h Inflow Area= 1.207 ac,100.00%Impervious, Inflow Depth= 3.37" for 2YR event Inflow = 4.26 cfs @ 12.07 hrs, Volume= 0.339 of t1 mi ow Outflow - 3.08 cfs @ 12.15 hrs, Volume= 0.339 af, Atten=28%, Lag=4.8 min Primary = 3.08 cfs @ 12.15 hrs, Volume= 0.339 of -- -- �tTf - 2a7 eitl- 4 ' iPeakE�lev_781�' Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Peak Elev=78.19'@ 12.15 hrs Surf.Area=3,593 sf Storage=674 cf #pKae�=674 d,- or Plug-Flow detention time=1.2 min calculated for 0.338 of(100%of inflow) 3 Center-of-Mass det.time=1.2 min(754.3-753.1) „ „ , , -,;-;- <« ,_ ....; RiDund;Culvert-. Volume Invert Avail.Storage Storage DescriptionJI #1 78.00' 13,334 cf Custom Stage Data(Prismatic)Listed below(Recalc) LL 2 t1�U,.Qij2j Elevation Surf.Area Inc.Store Cum.Store - �- (feet) (sq-ft) (cubic-feet) (cubic-feet) 5- +��43 '�' 78.00 3,470 0 0 80.00 4,763 8,233 8,233 ' ' ' ' ' 81.00 5,438 5,101 13,334 Device Routing Invert Outlet Devices 0 2 4 6 81012141678202224262830323436384042444648505254565860626466687072 T(me(hours) #1 Primary 77.22' 18.0" Round Culvert L=58.0' RCP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=77.22'/76.97' S=0.0043 7' Cc=0.900 n=0.012 Concrete pipe,finished, Flow Area=1.77 sf Primary OutFlow Max=3.08 cfs @ 12.15 hrs HW=78.19' (Free Discharge) L1=Culvert (Barrel Controls 3.08 cfs @ 3.62 fps) 14077-PROP-141202 Type 11124-hr 2YR Rainfall=3.60" 14077-PROP-141202 Type///24-hr 2YR Rainfall=3.60" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD010.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 37 HydroCADO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 38 Summary for Pond SPi:Mill Pond Summary for Pond SPi a:15"Outlet Inflow Area= 4.015 ac, 76.61%Impervious, Inflow Depth= 2.78" for 2YR event Inflow Area= 0.727 ac, 58.79%Impervious, Inflow Depth= 2.03" for 2YR event Inflow = 9.13 cfs @ 12.11 hrs, Volume= 0.932 of Inflow 0.29 cfs @ 12.57 hrs, Volume= 0.123 of Primary = 9.13 cfs @ 12.11 hrs, Volume= 0.932 af, Atten=0%, Lag=0.0 min Primary = 0.29 cfs @ 12.57 hrs, Volume= 0.123 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 his Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Pond SPi:Mill Pond Pond SP1a:15"Outlet Myder3prak�lt Mydrrzgr�atalt - - ow 10 tg a is� i _ _ ' � Y,�Primary 0.32 - lo2e i' _ o f�- C� ry- �_ �Primary 0 vas 0.3 .. ff' G�/ ri�_. Infl��v ,4rea '0 f a�c, lhf� 0.28 6 - - - - - ,- -- 0.24 -- -� - - --,- ,- -, - - 7 r r - - r r - , r -;- 0.22 - -- - -- - -- - 6 0.2 - - -- - 0.18 4 0.1z r, 3 -- - --- -- -- - -- 0.1 - - - - - 2 0.06 r r 0.04-' _ _ _ _ i t r i i i ." 0.02 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 53 60 62 64 66 68 70 72 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 424 44 6 48 50 525 45 65 8 60 62 64 66 68 70 72 Time(hours) Time(hours) 14077-PROP-141202 Type Ill24-hr 2YR Rainfall=3.60" 14077-PROP-141202 Type///24-hr 2YR Rainfall=3.60" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD OO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 39 HydroCADOO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 40 Summary for Pond SPib:18"Outlet Summary for Pond SPic:18"Outlet Inflow Area= 0.975 ac, 81.77%Impervious, Inflow Depth= 3.06" for 2YR event Inflow Area= 1.207 ac,100.00%Impervious, Inflow Depth= 3.37" for 2YR event Inflow = 3.13 cfs @ 12.10 hrs, Volume= 0.248 of Inflow = 3.08 cfs @ 12.15 hrs, Volume= 0.339 of Primary = 3.13 cfs @ 12.10 hrs, Volume= 0.248 af, Atten=0%, Lag=0.0 min Primary = 3.08 cfs @ 12.15 his, Volume= 0.339 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 his Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Pond SPib:18"Outlet Pond SP1c:18"Outlet Wydd'dOt�tah Iiydvogrnptl . - IrtifloW;area-�975 ac; 3 , � ` Iriflduv /area=1 ry207 0 3 ' i t;S 2 ;. 3 }; S i v i fi 1 1 }t 0 0 2 4 6 8 10 12 14 16 18 20 2224 26 28 30 32 34 36 38 40 42 44 46 48 50 52 5456 58 60 62 64 66 68 70 72 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 56 60 62 64 66 68 70 72 Time(hours) Time(hours) 14077-PROP-141202 Type///24-hr 2YR Rainfall=3.60" 14077-PROP-141202 Type///24-hr 2YR Rainfall=3.60" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADOO 10.00 s/n 01445 92011 HydroCAD Software Solutions LLC Page 41 HydroCAD@ 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 42 Summary for Pond SP1d:15"Culvert Outlet Summary for Pond URCII:URC1 Inflow Area= 1.106 ac, 58.26%Impervious, Inflow Depth= 2.40" for 2YR event Inflow Area= 0.727 ac, 58.79%Impervious, Inflow Depth= 2.11" for 2YR event Inflow = 2.84 cis @ 12.11 hrs, Volume= 0.222 of Inflow = 1.58 cfs @ 12.09 hrs, Volume= 0.128 of Primary = 2.84 cfs @ 12.11 hrs, Volume= 0.222 af, Atten=0%, Lag=0.0 min Outflow = 0.29 cfs @ 12.57 hrs, Volume= 0.123 af, Atten=82%, Lag=28.8 min = Routing by Stor-Ind method,Time Span=0.00-72.00 his,dt=0.05 hrs Primary 0.29 cfs @ 12.57 hrs, Volume= 0.123 of Routing by Stor-Ind method,Time Span=0.00-72.00 his,dt=0.05 hrs Pond SP1 d:15"Culvert Outlet Peak Elev=79.50'@ 12.57 hrs Surf.Area=2,837 sf Storage=2,385 cf Hytlt'r10ra1 h Plug-Flow detention time=157.3 min calculated for 0.123 of(96%of inflow) r mnow Center-of-Mass det.time=138.7 min(950.5-811.8) I a,{I r r Primary s 1I#1QWAC@ -�,�� IaC, Volume Invert Avail.Storage Storage Description #1 A 77.96' 3,688 cf 91.75'W x 30.921 x 4.50'H Field A 12,765 cf Overall-3,545 cf Embedded=9,220 cf x 40.0%Voids #2A 78.96' 3,545 cf StormTech SC-740 x 76 Inside#1 Effective Size=44.6"W x 30.0"H=>6.45 sf x 7.12'L=45.9 cf 2- Overall Size=51.0"W x 30.0"H x 7.56'L with 0.44'Overlap Row Length Adjustment=+0.44'x 6.45 sf x 19 rows , 7,233 cf Total Available Storage J ___ J Storage Group Acreated with Chamber Wizard Device Routing Invert Outlet Devices ` #1 Device 2 78.46' 6.0" Round Culvert L=5.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=78.46'/78.46' S=0.0000'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.20 sf o - - ) " ' #2 Primary 78.85' 3.0"Vert.Orifice/Grate C=0.600 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 #3 Primary 78.13' 2.01 Vert.Orifice/Grate C=0.600 Time(Hours) #4 Device 3 77.96' 4.0' Round Culvert L=84.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=77.96'/77.54' S=0.0050'/' Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf M OutFlow Max=0.29cfs@12.57hrs HW=79.50' (FreeDischarge) ice/Grate (Orifice Controls 0.17 cfs @ 3.47 fps) ulvert (Passes 0.17 cfs of 0.60 cfs potential flow) ice/Grate (Orifice Controls 0.12 cfs @ 5.45 fps) 4=Culvert (Passes 0.12 cfs of 0.28 cfs potential flow) 14077-PROP-141202 Type 11124-hr 2YR Rainfal1=3.60" 14077-PROP-141202 Type 11124-hr 2YR Rainfall=3.60" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD06 10.00 s/n 01445 02011 HydroCAD Software Solutions LLC Pace 43 HydroCADe 10.00 s/n 01445©2011 HydroCAD Software Solutions LLC Paoe 44 Pond URCi:URC1-Chamber Wizard Field A Pond URCi:URC1 t=lyclrl�grsl{siv Chamber Model=StormTech SC-740 Effective Size=44.6"W x 30.0'H=>6.45 sf x 7.121=45.9 cf Primary Overall Size=51.0"W x 30.0"H x 7.561 with 0.44'Overlap Row Length Adjustment +0.44'x 6.45 sf x 19 rows 1010W Area' Q:M 46 51.0"Wide+6.0"Spacing=57.0"C-C Row Spacing �Peak Elev:�79'50'� 4 Chambers/Row x 7.12'Long+0.44'Row Adjustment=28.92'Row Length+12.0"End Stone x 2=30.92' _ Base Length 19 Rows x 51.0"Wide+6.0"Spacing x 18+12.0"Side Stone x 2=91.75'Base Width 12.0"Base+30.0"Chamber Height+12.0"Cover=4.50'Field Height 76 Chambers x 45.9 cf +0.44'Row Adjustment x 6.45 sf x 19 Rows=3,546.2 cf Chamber Storage 12,765.4 cf Field-3,545.2 cf Chambers=9,220.2 cf Stone x 40.0%Voids=3,688.1 of Stone Storage �a int Stone+Chamber Storage=7,233.3 cf=0.166 of •` t Overall Storage Efficiency=56.7 o-W 0 2 4 6 8 1012 14 16 18 20 22 24 26 28 3032 34 36 38 40 42 4446 48 5052 5456 58 60 62 64 66 68 70 72 76 Chambers 'i—(hours) 472.8 cy Field 341.5 cy Stone tttt )fit tits a4}js t�.rS t �titit 'tttt t} 421 1 1t `�{ ti tftNN iati k{l t t r 1 s i t N1 } t a t # t �A{ ttt t t v tI }+ 1t1� �1 }F to tt1 t�t t ;2�r�>t ti 1ss t t� AN t t 4t Nat' a i 11 t.. r s , .,h 1 ,fief l " t N : rt q1Yt,h t, 111.1. r, �� 1 ,R `t tt 1 t f (ftt a'? a3tt 1.,N,�. �r ✓s { � t, � �f .z},A}U ,.r rt .,�';. xFS,tx� r<,{n�'. '4� t .{�7�` i`L�,� v.{#zki ���3 <t:.n a#�,.,z- �r',•c r2 2 {t I } ,{k# x11{ 1 rrtt zt�c .ti its at 1tt1 t N+ tc: ;�t§. c x ��s{c�3t �4c� rN 13{' cs#`4t21 ,ar¢\ c#1a rc ttt # d l c4 i }i t1. 1u ty t i{'sj11�s tttS�t�f} � i}r4r�' �t k ,ittti�li {1ii $t'i t�',t {r' t c } ttt ttlr ;4, t § ,? sl dirt c )} tM1 t t} s tt t t ctl,xj s t. c? #t4; ' Ell'�tl. Ftt �)t3 tfz as 1 �t �z,. 14077-PROP-141202 Type III24-hr 10YR Rainfall=4.80" 14077-PROP-141202 Type III24-hr 10YR Rainfall=4.80" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADOO 10.00 s/n 01445©2011 HydroCAD Software Solutions LLC Page 45 HydroCADOO 10.00 s/n 01445©2011 HvdroCAD Software Solutions LLC Page 46 Time span=0.00-72.00 hrs,dt=0.05 hrs,1441 points Pond B104:North Parking Peak Elev=79,61' Storage=139 of Inflow=0.67 cfs 0.050 of Runoff by SCS TR-20 method,UH=SCS Primary=0.67 cfs 0.050 of Secondary=0.00 cfs 0.000 of Outflow=0.67 cfs 0.050 of Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Pond B105:Parking 3 Peak Elev=79.92' Storage=401 of Inflow=1.87 cfs 0.148 at Subcatchment DA1:Parking 1 Runoff Area=17,052 sf 48.28%Impervious Runoff Depth=3.18" Primary=1.80 cfs 0.148 of Secondary=0.04 cfs 0.000 of Outflow=1.84 cfs 0.148 of Tc=5.0 min CN=85 Runoff=1.46 cfs 0.104 of Pond B106:Parking 3 Peak Elev=79.90' Storage=462 of Inflow=1.57 cfs 0.124 of Subcatchment DA1 a:Parking 2 Runoff Area=8,370 sf 57.59%Impervious Runoff Depth=3.48" Primary=1.51 cfs 0.124 of Secondary=0.00 cfs 0.000 of Outflow=1.51 cis 0.124 of Tc=5.0 min CN=88 Runoff=0.77 cfs 0.056 at Pond BI07:North Parking Peak Elev=79.55' Storage=54 of Inflow=0.22 cfs 0.018 of Subcatchment DA1 b:Access Rd"A" Runoff Area=2,897 sf 76.60%Impervious Runoff Depth=3.89" Primary=0.22 cfs 0.018 of Secondary=0.00 cfs 0.000 of Outflow=0.22 cfs 0.018 of Tc=5.0 min CN=92 Runoff=0.29 cfs 0.022 of Pond BI08:Buffer Peak Elev=79.29' Storage=37 of Inflow=0.30 cfs 0.022 of Subcatchment DA1c:Access Rd"A" Runoff Area=3,344 sf 100.00%Impervious Runoff Depth=4.56" Primary=0.30 cfs 0.022 of Secondary=0.00 cfs 0.000 of Outflow=0.30 cfs 0.022 of Tc=5.0 min CN=98 Runoff=0.36 cfs 0.029 of Pond MAN1:Manifold Peak Elev=79.74' Storage=0.001 of Inflow=2.55 cfs 0.189 of Subcatchment DA2:West Access Rd Runoff Area=5,775 sf 72.24%Impervious Runoff Depth=4.00" 8.0" Round Culvert x 12.00 n=0.013 L=28.5' S=0.0000 T Outflow=2.55 cfs 0.189 of Tc=5,0 min CN=93 Runoff=0.59 cfs 0.044 of Pond P1:Detention Basin Peak Elev=78.34' Storage=1,216 of Inflow=5.70 cfs 0.459 of Subcatchment DA2a:Woods Runoff Area=1,444 sf 0.00%Impervious Runoff Depth=2.05" 18.0" Round Culvert n=0.012 L=58.0' S=0.0043'P Outflow=3.90 cis 0.459 of Tc=5.0 min CN=72 Runoff=0.08 cfs 0.006 of Pond SP1:Mill Pond Inflow=12.38 cfs 1.312 of Subcatchment DA2b:West Access Rd Runoff Area=3,268 sf 53.09%Impervious Runoff Depth=3.48" Primary=12.38 cfs 1.312 of Tc=5.0 min CN=88 Runoff=0.30 cfs 0.022 of Pond SP1a:15"Outlet Inflow=0.39 cfs 0.184 of Subcatchment DA3:Bldg 37 Runoff Area=52,567 sf 100.00%Impervious Runoff Depth=4.56" Primary=0.39 cfs 0.184 of Tc=5.0 min CN=98 Runoff=5.70 cfs 0.459 of Pond SP1b:18"Outlet Inflow=4.27 cfs 0.344 of Subcatchment DA3a:Parking 3 Runoff Area=17,362 sf 91.38%Impervious Runoff Depth=4.45" Primary=4.27 cfs 0.344 of Tc=5.0 min CN=97 Runoff=1.87 cfs 0.148 of Pond SP1c:18"Outlet Inflow=3.90 cfs 0.459 of Subcatchment DA3b:Parking 3 Runoff Area=14,620 sf 88.60%Impervious Runoff Depth=4.45" Primary=3.90 cfs 0.459 of Tc=5.0 min CN=97 Runoff=1.57 cfs 0.124 of Pond SP1d:15"Culvert Outlet Inflow=4.11 cfs 0.325 of Subcatchment DA4:Existing drive Runoff Area=23,027 sf 54.08%Impervious Runoff Depth=3.38" Primary=4.11 cis 0.325 of Tc=8.0 min CN=87 Runoff=1.90 cfs 0.149 of Pond URC1:URC1 Peak EIev=80.05' Storage=3,625 of Inflow=2.55 cfs 0.189 of Subcatchment DA4a:East Parking/Ex DriveRunoff Area=23,154 sf 61.42%Impervious Runoff Depth=3.58" Outflow=0.39 cfs 0.184 of Tc=8.0 min CN=89 Runoff=2.00 cfs 0.159 at Subcatchment DA4b:Acces Rd"A" Runoff Area=2,014 sf 69.76%Impervious Runoff Depth=4.56" Tc=5.0 min CN=98 Runoff=0.22 cfs 0.018 of Pond BI01:Parking 1 Peak EIev=81.25' Storage=l at Inflow=1.46 cfs 0.104 of Primary=1.46 cfs 0.104 of Secondary=0.00 cfs 0.000 of Outflow=1.46 cfs 0.104 of Pond BI02:Parking 2 Peak EIev=83.67' Storage=0 of Inflow=0.29 cfs 0.022 of Primary=0.00 cfs 0.000 of Secondary=0.29 cfs 0.021 of Outflow=0.29 cfs 0.022 of Pond BI03:Access Rd"A" Peak EIev=85.09' Storage=176 cf Inflow=0.36 cfs 0.029 of Primary=0.36 cis 0.029 of Secondary=0.00 cfs 0.000 of Outflow=0.36 cfs 0.029 of 14077-PROP-141202 Type III24-hr 10YR Rainfall=4.80" 14077-PROP-141202 Type 11124-hr 10YR Rainfall=4.80" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 47 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 48 Summary for Subcatchment DA1:Parking 1 Summary for Subcatchment DAia:Parking 2 Runoff = 1.46 cfs @ 12.07 hrs, Volume= 0.104 af, Depth= 3.18" Runoff = 0.77 cfs @ 12.07 hrs, Volume= 0.056 af, Depth= 3.48" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 his,dt=0.05 hrs Type III 24-hr 10YR Rainfall=4.80" Type III 24-hr 10YR Rainfall=4.80" Area(sf) CN Description Area(sf) CN Description 6,540 98 Paved parking,HSG A 3,284 98 Paved parking,HSG A 1,223 98 Paved sidewalk,HSG A 1,536 98 Paved sidewalk,HSG A 4,686 73 Woods,Fair,HSG C 1,744 79 50-75%Grass cover,Fair,HSG C 4,133 74 >75%Grass cover,Good,HSG C 1,806 70 Woods Good HSG C 470 98 Water Surface,HSG C 8,370 88 Weighted Average 17,052 85 Weighted Average 3,550 42.41%Pervious Area 8,819 51,72%Pervious Area 4,820 57.59%Impervious Area 8,233 48.28%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,5 5.0 Direct Entry, Subcatchment DAia:Parking 2 Subcatchment DA1:Parking 1 Hyrlr0prhrr, Hy�irragvpN _ _ 0.75 pe ill 24 Runoft _ ' 1OV1� �ianfall 4:�0 i- ' 1,Oyi fain �lh .�p'! - - - E#u.noff Area 8,370 sf.-- h66off Area-1'7,052 sf 055 ' � _ 0 Runoff Volume ,'056!at.Runoff.Volu1416A 104 of 0.5 ' 0.45 Fiuhbff D'ep�It=3:%�8 Runoff D'eWh_3.18" 0 0.4 Tc 5.Q mirk LL fC�S.0 t 1pri o.3s.' - - ��= 5 CND 0.25- 0.2- --- 0.15 _ >iF. : 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 6668 7072 0 2 4 6 8 10,12 14 16 18 20x22 24 26 28 30 3234 36 3840 4244 46 48 50 5254 56 58 60 62 6466 68 70 72 Time(hours) Time(hours) 14077-PROP-141202 Type 11124-hr 10YR Rainfall=4.80" 14077-PROP-141202 Type M 24-hr 10YR Rainfail=4.80" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD010.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 49 HydroCADOO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 50 Summary for Subcatchment DA1 b:Access Rd"A" Summary for Subcatchment DA1 c:Access Rd"A" Runoff = 0.29 cfs @ 12.07 hrs, Volume= 0.022 af, Depth= 3.89" Runoff = 0.36 cfs @ 12.07 hrs, Volume= 0.029 af, Depth= 4,56" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Type III 24-hr 10YR Rainfall=4.80" Type III 24-hr 10YR Rainfall=4.80" Area(sf) CN Description Area(sf) CN Description 1,222 98 Paved parking,HSG A 1,495 98 Paved parking,HSG A 902 98 Paved sidewalk,HSG A 1,155 98 Paved sidewalk,HSG A 95 98 Water Surface,HSG A 694 98 Water Surface,HSG A 678 74 >75%Grass cover,Good HSG C 3,344 98 Weighted Average 2,897 92 Weighted Average 3,344 100.00%Impervious Area 678 23.40%Pervious Area 2,219 76.60%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) To Length Slope Velocity Capacity Description 5.0 Direct Entry,5 (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,5 Subcatchment DA1c:Access Rd"A" Subcatchment DA1 b:Access Rd"A" 0.32 _ :,Runoff 0.36. _ -}}���e,�y 'ype 11J-2n4 hrs-.. 0.3T ts: , -I r r r 0.34" �_V Frf- is I-nf II`!'P.��+ .. 0.2e ' YPe III 24} i1 . 1�Y Ragn all 4 g0'° bff Ar_--- 344 s o3z. I 1 0.26 Run 0.2 °.26:2 - Runoff vOi me O'0'29 f-- RanDff Area-2;897-st0.24 0.22 y + + f Runoff,Uo1Umb_0 022_af_ 3 02 - - - - hbff Depth-45F, - -Ruhbff�D,ebthf=8-.89"-- - °.18�' -- ; �u _Tc S;Omin,- r ri 014 - - - O=� h ini 0.4 -- - - -- 0 12 0.12 1 17 � 0.1 - 01 _ O.Ofi v , T I 0.04 004 -- 0.02' ' I r � r r rr I I + 0.02 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 0 y sa" Time(hours) 0 2 4 6 8 10 12 14 16,8 20 22 24 26 26 30 32 34 36 36 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) 14077-PROP-141202 Type 11124-hr 10YR Rainfall=4.80" 14077-PROP-141202 Type III 24-hr 10YR Rainfall=4.80" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Paoe 51 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 52 Summary for Subcatchment DA2:West Access Rd Summary for Subcatchment DA2a:Woods Runoff = 0.59 cfs @ 12.07 hrs, Volume= 0.044 af, Depth= 4.00" Runoff = 0.08 cfs @ 12.08 hrs, Volume= 0.006 af, Depth= 2.05" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Runoff by SOS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Type III 24-hr 10YR Rainfall=4.80" Type III 24-hr 10YR Rainfall=4.80" Area(sf) ON Description Area(sf) ON Description 3,384 98 Paved road,HSG A 1,444 72 Woods/grass comb.,Good,HSG C 788 98 Paved sidewalk,HSG A 1,444 100.00%Pervious Area 1,167 74 >75%Grass cover,Good,HSG C 436 98 Water Surface,0%imp,HSG C Tc Length Slope Velocity Capacity Description 5,775 93 Weighted Average (min) (feet) (ft/ft) (fUsec) (cfs) 1,603 27.76%Pervious Area 5.0 Direct Entry, 4,172 72.24%Impervious Area Tc Length Slope Velocity Capacity Description Subcatchment DA2a:Woods (min) (feet) (ft/ft) (fUsec) (cfs) HyJeOryt'pf4 5.0 Direct Entry, 0.085- y Runoff Subcatchment DA2:West Access Rd 008= It)2 0.075 ........................ F1Vflvtt[7r�C�h 0.07 = r 0.065 0ss a nefr Ru ofiAPea=h;4i�# f.... Ype III 0.06 os 0.055 M2 -11. uhbffVblu a 0:006 df- m 0 05 0.5 -- tp1�R R�Rnall-4. © 3°.04 RGhoff Dpfh2:U - Rune#f A1ea�5;775 5 0.04. m1n tc 5 0- - T ��7/9 F, 0.035" 0.4 _ -i- iRi.fnOffiVOl�triSE<=O:Oi44 5f 0.03- r, r _- 1.35 . Ruhbff Debfh 4l DO" 0.025 0.015 OM 0.25 1,r4�7 i a i , e 0.005 0.2 : 0. 0.15 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 5D 52 54 56 58 60 62 64 66 68 70 72 Time(hours) 0.1-, 0-05 - 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) 14077-PROP-141202 Type 11124-hr 10YR Rainfall=4.80" 14077-PROP-141202 Type III 24-hr 10YR Rainfall=4.80" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADO 10.00 s/n 01445 0 2011 HydroCAD Software Solutions LLC Page 53 HydroCADOO 10.00 s/n 01445©2011 HydroCAD Software Solutions LLC Page 54 Summary for Subcatchment DAM West Access Rd Summary for Subcatchment DA3:Bldg 37 Runoff = 0.30 cis @ 12.07 his, Volume= 0.022 af, Depth= 3.48" Runoff = 5.70 cfs @ 12.07 hrs, Volume= 0.459 af, Depth= 4.56" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Type III 24-hr 10YR Rainfall=4.80" Type III 24-hr 10YR Rainfall=4.80" Area(sf) CN Description Area(sf) CN Description 1,571 98 Paved parking,HSG C 52,567 98 Roofs HSG C 164 98 Paved sidewalk,HSG C 52,567 100.00%Impervious Area 197 98 Water Surface,0%imp,HSG C 1,336 74 >75%Grass cover,Good HSG C To Length Slope Velocity Capacity Description 3,268 88 Weighted Average (min) (feet) (ft/ft) (ft/sec) (cfs) 1,533 46.91%Pervious Area 5.0 Direct Entry, 1,735 53.09%Impervious Area To Length Slope Velocity Capacity Description Subcatchment DA3:Bldg 37 (min) (feet) (ft/ft) (ft/sec) (cfs) Hydraprwph 5.0 Direct Entry, 6- Subcatchment DAM West Access Rd 61 Type III 24-h1 10YR R'ajnfall',=4 00 Runoff 032 Runaff,4rea-52;567 sf 03 r ype 11124-Iar 4 Runoff Valume OA459 of 0.28 m 0.26 - ' ` 1 'tbYRfiagn �_RUnoff'D'epth�_4 56"_ rr , 0.24 0unpf#,�r�a�326�s 3 7�=5 4 ml�d 0.22- a. r 0.2 fiunaffiUolum�- 0 022-�fi -- ---- -- -- -- - I ,8 ' __ __ J31tL1�ffAQ a o.,s 0.14 1- 0.12 oos __ 6 �< -i-T I r'-I-i'r r i-'t r "'i"' i'-I-'r �. T-� 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 0.06 Time(hours) 0.04 0.02 _ _ _ _ _ _ _ __ 0, 4121 0 2 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40,42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) 14077-PROP-141202 Type 11124-hr 10YR Rainfall=4.80" 14077-PROP-141202 Type 11124-hr 10YR Rainfall=4.80" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADO 10 00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 55 HydroCADOO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Paqe 56 Summary for Subcatchment Mai:Parking 3 Summary for Subcatchment DA3b:Parking 3 Runoff = 1.87 cfs @ 12.07 hrs, Volume= 0.148 af, Depth= 4.45" Runoff = 1.57 cfs @ 12.07 hrs, Volume= 0.124 af, Depth= 4.45" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Type III 24-hr 10YR Rainfall=4.80" Type III 24-hr 10YR Rainfal1=4.80" Area(sf) CN Description Area(sf) CN Description 14,663 98 Paved parking,HSG C 11,454 98 Paved parking,HSG C 1,203 98 Paved sidewalk,HSG C 1,500 98 Paved sidewalk,HSG C 1,030 98 Water Surface,0%imp,HSG C 1,322 98 Water Surface,0%imp,HSG C 466 74 >75%Grass cover,Good HSG C 344 74 >75%Grass cover,Good,HSG C 17,362 97 Weighted Average 14,620 97 Weighted Average 1,496 8.62%Pervious Area 1,666 11.401/.Pervious Area 15,866 91.38%Impervious Area 12,954 88.60%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 Direct Entry, Subcatchment DA3a:Parking 3 Subcatchment DA3b:Parking 3 Hyrdr4gr:1(3h Hydrupraph, _ ___ -_� ___ ____ _ (y RunoB r7R 2 j nolt �Ype;l1�24-fir fYpe IIN 24-�r 1'OYR;R',ainfi611;-4.80 ; ;1'0� 4 Rainfiall',4sb'! �iuridff/#rea=17;362 sf Ruriaf AreaT1;4;62psf Runoff Vo'4UMO-0.148 of Runoff Valum�d0:124 f_ Runoff De{�th- '45 'RUn'off;DeMN--4.45" ' 7c5.tl mini ,� T�=5,.0 rnprj 0 _ 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 36 40 42 44 46 48 50 52 54 56 58 60 62 64 66 66 70 72 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 66 70 72 Time(hours) Time(hours) i 14077-PROP-141202 Type I1124-hr 10YR Rainfall=4.80" 14077-PROP-141202 Type 11124-hr 10YR Rainfall=4.80" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADO 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 57 HydroCADO 10.00 s/n 01445©2011 HydroCAD Software Solutions LLC Page 58 Summary for Subcatchment DA4:Existing drive Summary for Subcatchment DA4a:East Parking/Ex Drive Runoff = 1.90 cfs @ 12.11 hrs, Volume= 0.149 af, Depth= 3.38" Runoff = 2.00 cfs @ 12.11 hrs, Volume= 0.159 af, Depth= 3.58" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Runoff by SOS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Type III 24-hr 10YR Rainfall=4.80" Type III 24-hr 10YR Rainfall=4.80" Area(sf) ON Description Area(sf) ON Description 5,161 98 Paved road,HSG A 10,298 98 Paved parking,HSG A 4,810 98 Paved sidewalk,HSG A 153 98 Water Surface,HSG C 10,575 74 >75%Grass cover,Good,HSG C 2,479 98 Paved roads w/curbs&sewers,HSG C 2,481 98 Unconnected pavement,HSG C 1,291 98 Unconnected pavement,HSG C 23,027 87 Weighted Average 8,933 74 >75%Grass cover,Good HSG C 10,575 45.92%Pervious Area 23,154 89 Weighted Average 12,452 54.08%Impervious Area 8,933 38.58%Pervious Area 2,481 19.92%Unconnected 14,221 61.42%Impervious Area 1,291 9.08%Unconnected To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) To Length Slope Velocity Capacity Description 8.0 Direct Entry, (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment DA4:Existing drive Hydrorita>h Subcatchment DA4a:East Parking/Ex Drive r Runoff Mydrogrtaph 2 arsiI I I I I I I I I I I _ 6I aunott �ype!ili�4-P�r - rType 111 24-0r 1OYR Rainfall 4.;80" 2 �iunafl,Area 23;02� f 1',OXA R'�a�nfall,4,',8p'; Runoff Volume=0,11'49 of Runaf /#rea�23;154 sf _ RUn_off Depth=3.38°°_ RunoiFf Volurrted0l1'59 of LL 764.[i min kj, RUnoff'Delp =158" —7— r , 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 5254 56 58 60 62 6466 68 70 72 0 Time(hours) 0 2 4 6 8 10 12 1416 1 B 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) 14077-PROP-141202 Type 11124-hr 10YR Rainfall=4.80" 14077-PROP-141202 Type I1124-hr 10YR Rainfall=4.80" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 59 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 60 Summary for Subcatchment DA4b:Acces Rd"A" Summary for Pond B101:Parking 1 Runoff = 0.22 cfs @ 12.07 hrs, Volume= 0.018 af, Depth= 4.56" Inflow Area= 0.391 ac, 48.28%Impervious, Inflow Depth= 3.18" for 10YR event Inflow = 1.46 cfs @ 12,07 hrs, Volume= 0.104 of Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Outflow = 1.46 cfs @ 12.07 hrs, Volume= 0.104 af, Alten=0%, Lag=0.0 min Type III 24-hr 10YR Rainfall=4.80" Primary = 1.46 cfs @ 12.07 his, Volume= 0.104 of Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Area(sf) CN Description 1,162 98 Paved road,HSG A Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs 243 98 Paved sidewalk,HSG A Peak Elev=81.25'@ 12.07 hrs Surf.Area=433 sf Storage=1 cf 6 98 Water Surface, e imp,HSG C 2,014 98 Weighted Average Plug-Flow detention time=0.0 min calculated for 0.104 of(100%of inflow) 14 609 30.24%Pervious Area Center-of-Mass det.time=0.0 min(808.2-808.2) 1,405 69.76%Impervious Area Volume Invert Avail.Storage Storage Description Tc Length Slope Velocity Capacity Description #1 81.25' 841 cf Custom Stage Data(Prismatic)Listed below(Recalc) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) Subcatchment DA4b:Acces Rd"A" 81.25 432 0 0 82.00 776 453 453 Hyrl,ogimph 82.50 776 388 841 0.24 - - - -+ -- CI Runoff 0.23 Device Routing Invert Outlet Devices 0.2z )- t #1 Primary 76.91' 12.0" Round Culvert 021 , + - - - r y, - }Ype-tu�. - L=5.0' CPP,end-section conforming to fill, Ke=0.500 0z- - �1'r' :7�`�nfa{� ,$b_•._ Inlet/Outlet Invert=76.91'/76.78' S=0.0260'/' Cc=0.900 0 19 - 4 ' J 0,s ( n=0.012, Flow Area=0.79 sf 0.n FEunnff Area=2�O14 S - #2 Device 1 79.20' 24.0"Horiz.Orifice/Grate C=0.600 0.1s I- Limited to weir flow at low heads -- -- #3 Device 1 79.12' 4.0" Round Culvert 0.13 -- - - -fuhbff Debh=4 56"-- L=43.0' CPP,projecting,no headwall, Ke=0.900 o 0.12 - - Inlet/Outlet Invert=79.12'/78.91' S=0.0049'/' Cc=0.900 xc 5 tl mini n=0.010 PVC,smooth interior, Flow Area=0.09 sf 0.00 #4 Device 3 81.25' 2.470 in/hr Exfiltration over Surface area o.oe- #5 Secondary 82.00' 5.0'long x 3.0'breadth Broad-Crested Rectangular Weir 0.06 --- Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0.os. ---- - -- - - -- - - - - - - - - -- 2.50 3.00 3.50 4.00 4.50 y 0.04 -, f,„, Coef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 0.02 2.72 2.81 2.92 2.97 3.07 3.32 ° Prima OutFlow Max=7.41 cfs @ 12.07 h HW=81.25' Free Discharge) 0 2 4 6 8 10 12 14 16 1 B 20 22 24 26 28 30 32 34 36 38 40 42 44 46 4850 52 54 56 58 60 62 64 66 68 70 72 Primary his ( Time(hours) ti=Culvert (Inlet Controls 7.41 cfs @ 9.44 fps) t2=Orifice/Grate (Passes<21.67 cfs potential flow) 3-Culvert (Passes<0.43 cfs potential flow) 1 4=Exfiltration (Passes<0.02 cfs potential flow) econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=81.25' (Free Discharge) 5=Broad-Crested Rectangular Weir (Controls 0.00 cfs) 14077-PROP-141202 Type III24-hr 10YR Rainfall=4.80" 14077-PROP-141202 Type 11124-hr 10YR Rainfall=4.80" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HvdroCADO 10.00 s/n 01445 ©2011 HVdroCAD Software Solutions LLC Page 61 HydroCAD@ 10.00 s/n 01445 ©2011 HVdroCAD Software Solutions LLC Page 62 Pond B101:Parking 1 Summary for Pond B102:Parking 2 tlycir�prllr, Inflow Area= 0.067 ac, 76.60%Impervious, Inflow Depth= 3.89" for 10YR event a now Inflow = 0.29 cis @ 12.07 hrs, Volume= 0.022 of L I °,many Outflow = 0.29 cis @ 12.07 hrs, Volume= 0.022 af, Atten=0%, Lag=0.0 min 16fi6W Areae®.391 as =,Secondary Primary 0.00 cis @ 12.07 hrs, Volume= 0.000 of Secondary= 0.29 cfs @ 12.07 hrs, Volume= 0.021 of ___ _ _ Storage 1; f', Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Peak Elev=83.67'@ 12.07 hrs Surf.Area=94 sf Storage=0 cf Plug-Flow detention time=0.0 min calculated for 0.022 of(100%of inflow) Center-of-Mass det.time=0.0 min(783.1-783.1) LL Volume Invert Avail.Storage Storage Description #1 83.67' 172 cf Custom Stage Data(Prismatic)Listed below(Recalc) ay I Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ., �� _.r.r ::: .. „i .�.°:✓ siy. 83.67 94 0 0 a� 84.00 235 54 54 0 2 4 6 8 10 1214 16 18 2D 22 24 26 28 30 32 3436 38 40 42 44 46 48 50 52 54 56 58 6D62 64 66 68 70 72 84.50 235 118 172 71me(Hours) Device Routing Invert Outlet Devices #1 Primary 76.91' 12.0" Round Culvert L=5.0' CPP,end-section conforming to fill, Ke=0.500 Inlet/Outlet Invert=76.91'/76.78' S=0.0260'/' Cc=0.900 n=0.012, Flow Area=0.79 sf #2 Device 1 83.50, 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 77.26' 4.0" Round Culvert L=50.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=77.26'/77.01' S=0.0050'/' Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf #4 Device 3 83.67, 2.470 in/hr Exfiltration over Surface area #5 Secondary 79.80' 5.0'long x 3.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=1.45 cfs @ 12.07 hrs HW=83.67' (Free Discharge) t1=Culvert (Passes 1.45 cfs of 9.46 cfs potential flow) �2=Orifice/Grate (Weir Controls 1.44 cfs @ 1.35 fps) 3=Culvert (Passes 0.01 cfs of 0.72 cfs potential flow) t-4=Exfiltration (Exfiltration Controls 0.01 cfs) econdary OutFlow Max=115.87 cfs @ 12.07 hrs HW=83.67' (Free Discharge) TS=Broad-Crested Rectangular Weir (Weir Controls 115.87 cfs @ 5.99 fps) 14077-PROP-141202 Type 11124-hr 10YR Rainfall=4.80" 14077-PROP-141202 Type 11124-hr 10YR Rainfall=4.80" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Paqe 63 HydroCADO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Pape 64 Pond B102:Parking 2 Summary for Pond B103:Access Rd"A" liydrra®rpOM Inflow Area 0.077ac,100.00%Impervious, Inflow Depth= 4.56" for 10YRevent _ 9 now Inflow = 0.36 cfs @ 12.07 hrs, Volume= 0.029 of �C :1 _ _ i ,44 _ m Primary Outflow = 0.36 cfs @ 12.10 hrs, Volume= 0.029 af, Atten=2%, Lag=2.1 min „ 7f1 fIpW,HPQa�,'47 ac,_ 6�Primary y = 0.36 cfs @ 12.10 hrs, Volume= 0.029 of 03z er1 S-ndary Primary 0.3. E - -- -- ReFik��eb�83 67''- Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of 0.28 ozs - - - li SOYA Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs 0.24 Peak Elev=85.09'@ 12.11 hrs Surf.Area=563 sf Storage=176 of 0.22 Plug-Flow detention time=19.8 min calculated for 0.029 of(100%of inflow) °'2 1 Center-of-Mass det,time=19.8 min(767.5-747.8) b 0.18i- s i 3 0.16 .. _ _ T .- - - Volume Invert AvaiLStorage Storage Description LL 0.14 - -- ;- - -T - - 012 51 - - -._; _ __ _ _ _ #1 84.78' 282 cf Custom Stage Data(Prismatic)Listed below(Recalc) 0.1 fob. - �i - i r - _ 0.08 - Elevation Surf.Area Inc.Store Cum.Store k (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.06 o0a -- ,, �....0 0z 85.11 84.78 563 0 0 563 186 186 o- n ;, ,,, ^' ;.- Via:'.,�:'I , '�.. ._. 85.28 563 96 282 0 2 4 6 8 1012 t416 t8 20 22 24 2628 30 32 34 36 38 40 4244 46 48 50 5254 56 56 60 62 64 66 68 70 72 Time(hours) Device Routing Invert Outlet Devices #1 Primary 81.22' 12.0" Round Culvert L=52.0' CPP,end-section conforming to fill, Ke=0.500 Inlet/Outlet Invert=81.22'/80.96' S=0.0050'/' Cc=0.900 n=0.012, Flow Area=0.79 sf #2 Device 1 85.03' 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 81.65' 4.0" Round Culvert L=67.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=81.65'/81.32' S=0.0049'/' Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf #4 Device 3 84.78' 2.470 in/hr Exfiltration over Surface area #5 Secondary 85.11' 5.0'long x 3.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.35 cfs @ 12.10 hrs HW=85.09' (Free Discharge) t-1=Culvert (Passes 0.35 cfs of 6.56 cfs potential flow) �2=Orifice/Grate (Weir Controls 0.32 cfs @ 0.81 fps) 3-Culvert (Passes 0.03 cfs of 0.48 cfs potential flow) t-4=Exfiltration (Exfiltration Controls 0.03 cfs) econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=84.78' (Free Discharge) =Broad-Crested Rectangular Weir (Controls 0.00 cfs) 14077-PROP-141202 Type III24-hr 10YR Rainfall=4.80" 14077-PROP-141202 Type III24-hr 10YR Rainfall=4.80" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADO 10.00 s/n 01445©2011 HydroCAD Software Solutions LLC Page 65 HydroCADOO 10.00 s/n 01445©2011 HydroCAD Software Solutions LLC Page 66 Pond B103:Access Rd"A" Summary for Pond B104:North Parking (y4f rnrtllah Inflow Area= 0.166 ao 57.79%Impervious, Inflow Depth= 3.61" for 10YR event onnow Inflow = 0.67 cfs @ 12.07 hrs, Volume= 0.050 of a wary Outflow = 0.67 cfs @ 12.08 hrs, Volume= 0.050 af, Atten=0%, Lag=0.6 min 0.4 03r ,_* 7 Stl Cr._ ndary Prima = 0.67 cfs @ 12.08 hrs, Volume= 0.050 of °.3e f) �Te6 fl 77`a se°e Primary 0.38 i a Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of 0.36 _ _ Reak MeW 85.09 0.34 _ - - St rbd1§=j 76-16f- Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs 0.32 0.3 Peak Elev=79.61'@ 12.08 hrs Surf.Area=303 sf Storage=139 cf 028 r+ r 0.26 - Plug-Flow detention time=36.3 min calculated for 0.050 of(100%of inflow) _0.24 Center-of-Mass det.time=36.3 min(822.3-786.0) -022 __ -_' - 3 02 0.18 __ __ _ __ Volume Invert Avail.Storage Storage Description 0.1s _� _ �_ __ _ __ _ #1 79.00 277 of Custom Stage Data(Prismatic)Listed below Recalc 0.12 0.1 Elevation Surf.Area Inc.Store Cum.Store 0.08 (feet) (s ft cubic-feet 0.os' g ) ( ) (cubic-feet) 0 oa /, / �. w ✓__ r r. ^'r r% 79.00 154 0 0 o ivwzn - 80.00 400 277 277 0 2 4 6 8 1012 14 16 18 20 22 24 26 28 30 32 34 3638 40 42 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) Device Routing Invert Outlet Devices #1 Primary 76.14' 12.0" Round Culvert L=22.0' CPP,end-section conforming to fill, Ke=0.500 Inlet/Outlet Invert=76.14'/76.03' S=0.0050'/' Cc=0.900 n=0.012, Flow Area=0.79 sf #2 Device 1 79.53, 36.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 76.41' 4.0" Round Culvert L=37.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=76.41'/76.24' S=0.0046'/' Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf #4 Device 3 79.00, 2.470 in/hr Exfiltration over Surface area #5 Secondary 79.70' 3.0'long x 3.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.64 cfs @ 12.08 hrs HW=79.60' (Free Discharge) tl-Culvert (Passes 0.64 cfs of 6.51 cfs potential flow) I-2_Orifice/Grate (Weir Controls 0.63 cfs @ 0.89 fps) II__ Culvert (Passes 0.02 cfs of 0.55 cfs potential flow) =Exfiltration (Exfillration Controls 0.02 cfs) econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=79.00' (Free Discharge) =Broad-Crested Rectangular Weir (Controls 0.00 cfs) 14077-PROP-141202 Type III24-hr 10YR Rainfall=4.80" 14077-PROP-141202 Type III24-hr 10YR Rainfall=4.80" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HVdroCADOO 10.00 s/n 01445 @ 2011 HVdroCAD Software Solutions LLC Page 67 HVdroCADOO 10.00 s/n 01445 @ 2011 HVdroCAD Software Solutions LLC Page 68 Pond B104:North Parking Summary for Pond B105:Parking 3 rlyafaprhpr, Inflow Area= 0.399 ac, 91.38%Impervious, Inflow Depth= 4.45" for 10YR event flow Inflow - 1.87 cfs @ 12.07 hrs, Volume= 0.148 of (o l- T r r ❑oomow Outflow = 1.84 cfs @ 12.09 hrs, Volume= 0.148 af, Atten=2%, Lag=1.4 min °sue l l low Area_Q.166 ac . K7lSeca" - 1 61Lt. �- - �Secondary Primary - 1.80 cfs @ 12.09 hrs, Volume- 0.148 of 0.7 paa{�-�1 /ygg 61�¢ Secondary= 0.04 cfs @ 12.10 hrs, Volume= 0.000 of 3 ff_ Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs 0.ss Peak Elev=79.92'@ 12.09 hrs Surf.Area=904 sf Storage=401 cf 0.5 - - - - - --- Plug-Flow detention time=19.5 min calculated for 0.148 of(100%of inflow) 0.45 __ Center-of-Mass det.time=19.4 min(775.1-755.7) 0.4 0 0.35 Volume Invert Avail.Storage Storage Description #1 79.48' 470 cf Custom Stage Data(Prismatic)Listed below(Recalc) 0.25 - 0. 2 -- --- Elevation Surf.Area Inc.Store Cum.Store 0.15 $(` �� (feet) (sq-ft) (cubic-feet) (cubic-feet) °.f-" ,' f, �° r.:.J,. r.. r,r_ 11G .'✓mil,r✓ r r. 79.48 904 0 0 o 80.00 904 470 470 AWE 0 2 a s s 1012141613 2022 24 2s28 30 32 34 3s38 40 4244 4s48 50 52 54 5s53s062s4sss37072 Device Routing Invert Outlet Devices Time(hours) #1 Primary 76.68' 12.0" Round Culvert L=21.0' CPP,end-section conforming to fill, Ke=0.500 Inlet/Outlet Invert=76.68'/76.58' S=0.0048'/' Cc=0.900 n=0.012, Flow Area=0.79 sf #2 Device 1 79.73' 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 77.03' 4.0" Round Culvert L=50.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=77.03'/76.78' S=0.0050'/' Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf #4 Device 3 77.20' 0.5"Vert.Orifice/Grate X 240.00 C=0.600 #5 Device 4 79.48' 2.470 in/hr Exfiltration over Surface area #6 Secondary 79.90' 5.0'long x 3.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=1.77 cfs @ 12.09 hrs HW=79.92' (Free Discharge) t-1=Culvert (Passes 1.77 cfs of 6.26 cfs potential flow) t2=Orifice/Grate (Weir Controls 1.72 cfs @ 1.43 fps) 3=Culvert (Passes 0.05 cfs of 0.48 cfs potential flow) L-4=Orifice/Grate (Passes 0.05 cfs of 2.59 cfs potential flow) t-5=Exfiltration (Exfiltration Controls 0.05 cfs) Secondary OutFlow Max=0.04 cfs @ 12.10 hrs HW=79.92' (Free Discharge) t 6=13road-Crested Rectangular Weir (Weir Controls 0.04 cfs @ 0.36 fps) 14077-PROP-141202 Type 11124-hr 10YR Rainfall=4.80" 14077-PROP-141202 Type 11124-hr 10YR Rainfall=4.80" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD@ 10.00 s/n 01445 @ 2011 Hydro CAD Software Solutions LLC Page 69 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 70 Pond BIOS:Parking 3 Summary for Pond B106:Parking 3 rly�rnOr� F Inflow Area= 0.336 ac, 88.60%Impervious, Inflow Depth= 4.45" for 10YR event n Inflow = 1.57 cfs @ 12.07 hrs, Volume= 0.124 of 1 I °nia,Y Outflow = 1.51 cfs @ 12.10 hrs, Volume= 0.124 af, Atten=4%, Lag=1.7 min IM16vO Area_0.399 ac4 secondary Primary = 1.51 cfs @ 12.10 hrs, Volume= 0.124 of 2 e°°` Secondary= 0.00 cfs @ 12.10 hrs, Volume= 0.000 of Peak Ele�r=79.�2" Stot agei4Q1;Cfl Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Peak Elev=79.90'@ 12.10 hrs Surf.Area=1,099 sf Storage=462 cf Plug-Flow detention time=20.3 min calculated for 0.124 of(100%of inflow) Center-of-Mass det.time=20.2 min(775.9-755.7) Volume Invert Avail.Storage Storage Description #1 79.48' 571 cf Custom Stage Data(Prismatic)Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store feet cubic-feet(feet) (sq-ft) ( ) (cubic-feet) v / ✓ ,s rev;. . , f 79.48 1,099 0 0 80.00 1,099 571 571 o- 0 2 4 6 8 10121416182022242628303234363B40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Device Routing Invert Outlet Devices Time(hours) #1 Primary 77.01' 12.0" Round Culvert L=5.0' CPP,end-section conforming to fill, Ke=0.500 Inlet/Outlet Invert=77.01'/76.98' S=0.0060'/' Cc=0.900 n=0.012, Flow Area=0.79 sf #2 Device 1 79.73, 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 77.36' 4.0" Round Culvert L=50.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=77.36'/77.11' S=0.0050 7' Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf #4 Device 3 77.46' 0.5"Vert.Orifice/Grate X 240.00 C=0.600 #5 Device 4 79.48' 2.470 in/hr Exfiltration over Surface area #6 Secondary 79.90' 5.0'long x 3.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=1.51 cfs @ 12.10 hrs HW=79.90' (Free Discharge) t-1=Culvert (Passes 1.51 cfs of 5.85 cfs potential flow) 1 2=Orifice/Grate (Weir Controls 1.45 cfs @ 1.35 fps) 3=Culvert (Passes 0.06 cfs of 0.45 cfs potential flow) tom-Orifice/Grate (Passes 0.06 cfs of 2.45 cfs potential flow) t-5=Exfiltration (Exfiltration Controls 0.06 cfs) Secondary OutFlow Max=0.00 cfs @ 12.10 hrs HW=79.90' (Free Discharge) t-6=Broad-Crested Rectangular Weir (Weir Controls 0.00 cfs @ 0.07 fps) 14077-PROP-141202 Type III24-hr 10YR Rainfall=4.80" 14077-PROP-141202 Type 11124-hr 10YR Rainfall=4.80" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD e010.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 71 HydroCADOO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 72 Pond B106:Parking 3 Summary for Pond B107:North Parking Wyrirgrtapatl Inflow Area= 0.046 ac, 69.76%Impervious, Inflow Depth= 4.56" for 10YR event i now Inflow = 0.22 cfs @ 12.07 hrs, Volume= 0.018 of n I o gu1iWa Outflow = 0.22 cfs @ 12.08 hrs, Volume= 0.018 af, Atten=1%, Lag=0.8 min r1 Primary Inf�ow,Area-6.336 ae' seory Primary = 0.22 cfs @ 12.08 hrs, Volume= 0.018 of ri Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Peak EleV=79.90 Storage-4E2 cf; Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Peak Elev=79.55'@ 12.08 hrs Surf.Area=203 sf Storage=54 cf Plug-Flow detention time=16.8 min calculated for 0.018 of(100%of inflow) 1 Center-of-Mass det.time=16.8 min(764.6-747.8) is Volume Invert Avail.Storage Storage Description #1 79.28' 146 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 79.28 203 0 0 80.00 203 146 146 0 2 4 6 8 1012141618202224262830323436384042444648505254565860626466687072 Device Routing Invert Outlet Devices Time(hours) #1 Primary 76.98' 12.0" Round Culvert L=5.0' CPP,end-section conforming to fill, Ke=0.500 Inlet/Outlet Invert=76.97'/76.98' S=-0.0020 7' Cc=0.900 n=0.012, Flow Area=0.79 sf #2 Device 1 79.50' 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 77.13' 4.0" Round Culvert L=11.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=77.13'/77.07' S=0.0055'/' Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf #4 Device 3 77.25' 0.5"Vert.Orifice/Grate X 240.00 C=0.600 #5 Device 4 79.28' 2.470 in/hr Exfiltration over Surface area #6 Secondary 79.90' 5.0'long x 3.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.21 cfs @ 12.08 hrs HW=79.55' (Free Discharge) L1=Culvert (Passes 0.21 cfs of 5.43 cfs potential flow) 1 2=Orifice/Grate (Weir Controls 0.20 cfs @ 0.70 fps) 3=Culvert (Passes 0.01 cfs of 0.50 cfs potential flow) 4-0 rifice/Grate (Passes 0.01 cfs of 2.38 cfs potential flow) iS=Exfiltration (Exfiltration Controls 0.01 cfs) Secondary OutFiow Max=0.00 cfs @ 0.00 hrs HW=79.28' (Free Discharge) t-6=Broad-Crested Rectangular Weir (Controls 0.00 cfs) 14077-PROP-141202 Type III 24-hr 10YR Rainfall=4.80" 14077-PROP-141202 Type 11124-hr 10YR Rainfall=4.80" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD@ 10.00 s/n 01445 02011 HydroCAD Software Solutions LLC Page 73 HydroCADOO 10.00 s/n 01445 @ 2011 HvdroCAD Software Solutions LLC Pace 74 Pond B107:North Parking Summary for Pond B108:Buffer u�u+r0sr�nn Inflow.-dreai0 046 acInflow Area= 0.075. c a 3 097 Impervious, I low th= 3. 8" for 10YR event c, 5 of Dep 4 L,.E'Z'n1, iowInflow = 0.30 cfs @ 12.07 hrs, Volume- 0.022 of ` Outflow = 0.30 cfs @ 12.08 hrs, Volume= 0.022 af, Atten=0%, Lag=0.5 min 0.24 os:ra Primary = 0.30 cfs @ 12,08 hrs, Volume= 0.022 of 0.22-' --- --- -- - Rf' �.-�{e#1�-7 :JrJ"- Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of 0.2 - :�IOr J4 l;f Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs 0.18 Peak Elev=79,29'@ 12.08 hrs Surf.Area=183 sf Storage=37 cf 0.16 ` o Plug-Flow detention time=14.9 min calculated for 0.022 of(100/of inflow) °t4 Center-of-Mass det.time=14.8 min(813.3-798.4) 3 M2. J: _ __ _ 1 _ __ -I _ T Volume Invert AvaiLStorage Storage Description r #1 79.03' 250 cf Custom Stage Data(Prismatic)Listed below(Recale) 0.08 o-os:' ,� � � ���t-� �-�� ���`��I Elevation Surf.Area Inc.Store Cum.Store 0.04 (feet) (sq-ft) (cubic-feet) (cubic-feet) ./ir`J✓ - t ; ..�.J..v./ ,/✓'..fit,.,^'.Jr ,�:,.f:r. ..r ,tJ'ri 79.03 93 0 0 o.0z e 80.00 or �� 423 250 250 0 2 4 6 8 101214161820222426283032343638 042444648505254565860626466687072Time s) Device Routing Invert Outlet Devices #1 Primary 76.60' 12.0" Round Culvert L=4.0' CPP,end-section conforming to fill, Ke=0.500 Inlet/Outlet Invert=76.60'/76.58' S=0.0050 7' Cc=0.900 n=0.012, Flow Area=0.79 sf #2 Device 1 79.25, 36.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 76.74' 4.0" Round Culvert L=27.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=76.74'/76.60' S=0.0052 T Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf #4 Device 3 79.03, 2.470 in/hr Exfiltration over Surface area #5 Secondary 79.50' 3.0'long x 3.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.29 cfs @ 12.08 hrs HW=79.29' (Free Discharge) L =Culvert (Passes 0.29 cfs of 5.60 cfs potential flow) 2_Orifice/Grate (Weir Controls 0.28 cfs @ 0.68 fps) Culvert (Passes 0.01 cfs of 0,51 cfs potential flow) =Exfiltration (Exfiltration Controls 0.01 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=79.03' (Free Discharge) t-5=Broad-Crested Rectangular Weir (Controls 0.00 cfs) 14077-PROP-141202 Type III24-hr 10YR Rainfall=4.80" 14077-PROP-141202 Type 11124-hr 10YR Rainfall=4.80" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADOO 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Pace 75 HydroCADO 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Pape 76 Pond B108:Buffer Summary for Pond MAN-I:Manifold styrirr glvn}!1 Inflow Area= 0.727 ac, 58.79%Impervious, Inflow Depth= 3.12" for 10YR event ii0" Inflow - 2.55 cfs @ 12.08 hrs, Volume= 0.189 of ounlow Outflow 2.55 cfs @ 12.08 hrs, Volume= 0.189 af, Atten=0%, Lag=0.0 min AaowI Area=0:07 aal se°o nary Primary = 2.55 cfs @ 12.08 hrs, Volume= 0.189 of 0.32. -- - J -t �Relc�lev79 29:�- 0.3 Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs/3 6.26 Stor 37 cf Peak Elev=79.74'@ 12.08 hrs Surf.Area=0.000 ac Storage=0.001 of 0.26 ' - - - - - - 0.24 - - - - - - Plug-Flow detention time=3.7 min calculated for 0.188 of(100%of inflow) 0.22 -- '- - - - - - '- - Center-of-Mass det.time=2.0 min(801.0-799.0) 0.2 Volume Invert Avail.Storage Storage Description - LL o a - - - - #1 78.00' 0.001 of 24.0"D x 10.5'L Pipe Storage o.1z --- - -- - - 0.1 __ - - - - Device Routing Invert Outlet Devices _ #1 Primary 79.33 Round Culvert X 12.00 0.08 - 1 1 r T ar 8.0" o.os L=28.5' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=79.33'/79.33' S=0.0000'/' Cc=0.900 _ o n=0.013 Corrugated PE,smooth interior, Flow Area=0.35 sf o z a s 8 1012741618202224262830323436384042444648505254565860626466687072 PrimaryOutFlow Max=2.47 cfs @ 12.08 hrs HW=79.73' (Free Discharge) Time(hours) 't--1=Culvert (Barrel Controls 2.47 cfs @ 1.34 fps) Pond MAN11:Manifold klydragenp(t gf Irlfldw Area-0.727c Peak ilex=7 ,74'! 2 - --� -- -- Stbrae=0.001 afi Round Culvert z12 00 L7�s.S'i s-0"000o 6 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) 14077-PROP-141202 Type III 24-hr 10YR Rainfall=4.80" 14077-PROP-141202 Type 11124-hr 10YR Rainfall=4.80" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADO 10.00 s/n 01445 @ 2011 HvdroCAD Software Solutions LLC Facie 77 HydroCADO 10.00 s/n 01445©2011 HydroCAD Software Solutions LLC Page 78 Summary for Pond Pi:Detention Basin Pond Pi:Detention Basin Inflow Area= 1.207 ac,100.00%Impervious, Inflow Depth= 4.56" for 10YR event Hydrogroph Inflow = 5.70 cfs @ 12.07 hrs, Volume= 0.459 of a mriow Outflow = 3.90 cfs @ 12.16 hrs, Volume= 0.459 af, Atten=32%, Lag=5.3 min (z I P marY Primary = 3.90 cfs @ 12.16 hrs, Volume= 0.459 of 6 Inflow Are6-1.20;7 aic Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs 5 Pt'aIC EIeV=1$.34'; Peak Elev=78.34'@ 12.16 his Surf.Area=3,690 sf Storage=1,216 cf Plug-Flow detention time=1.6 min calculated for 0.459 of(100%of inflow) Center-of-Mass det.time=1.6 min(749.4-747.8) , -hound,Culvert; Volume Invert Avail.Storage Storage Description 3 t�=0,.012 #1 78.00' 13,334 cf Custom Stage Data(Prismatic)Listed below(Recalc) _ 2 Elevation Surf.Area InaStore Cum.Store , (feet) (sq-ft) (cubic-feet) (cubic-feet) - --S=0.0043 T,- 78.00 3,470 0 0 1_ 80.00 4,763 8,233 8,233 81.00 5,438 5,101 13,334 o- Device Routing Invert Outlet Devices 0 2 4 6 81012141618202224262830323436384042444648505254565860626466687072 #1 Primary 77.22' 18.0" Round Culvert Time(hours) L=58.0' RCP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=77.22'/76.97' S=0.0043'/' Cc=0.900 n=0.012 Concrete pipe,finished, Flow Area=1.77 sf Primary OutFlow Max=3.B7 cfs @ 12.16 hrs HW=78.34' (Free Discharge) L1=Culvert (Barrel Controls 3.87 cfs @ 3.82 fps) 14077-PROP-141202 Type III 24-hr 10YR Rainfall=4.80" 14077-PROP-141202 Type 11/24-hr 10YR Rainfall=4.80" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD@ 10.00 s/n 01445 02011 HydroCAD Software Solutions LLC Page 79 HydroCADOO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 80 Summary for Pond SP1:Mill Pond Summary for Pond SPia:15"Outlet Inflow Area= 4.015 ac, 76.61%Impervious, Inflow Depth= 3.92" for 10YR event Inflow Area= 0.727 ac, 58.79%Impervious, Inflow Depth= 3.04" for 10YR event Inflow = 12.38 cfs @ 12.11 hrs, Volume= 1.312 of Inflow = 0.39 cfs @ 12.58 hrs, Volume= 0.184 of Primary = 12.38 cfs @ 12.11 hrs, Volume= 1.312 af, Atten=0%, Lag=0.0 min Primary = 0.39 cfs @ 12.58 hrs, Volume= 0.184 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Pond SP1:Mill Pond Pond SP1a:15"Outlet Hydrogrfigh Hydrograph I � rd mn°w - - - �irltinw ! riae ois" I : n Primary 0.42' -r z<r:'i r- -r Primary ,3 inflblh/ Area- 01�,ac;._. 0.4: "" �a - - - In#login+Area=p,727ae;-. II : III . o.3e I , o.3s I-=-� --r-r - --r - - r„o --,I -- o0a.z3 - ------ -- -- - - - -- 0 r , 0.28 S _ ! "- 0.24 7 v _ , t _ 1 t L �•0.22 --------------- 0. I a 0.18 ___I ___ 0.16 _ _ _ _ I I I __ I 7.. I r I } I I I 0.14 I r,_ -i __ 4 3 _ _ ___ _ __ ___ __ _ _ 0.1' _ __ _ _ -------------- 0 r 7 T r r ! , l i 2 __ _ _ __ _ _ ___ _ __ _ 0.06. 0.02 0 0 0 2 4 6 8 10 12 14 1618 20 22 24 26 2830 32 34 36 38 40 42 44 4648 50 52 54 56 58 60 62 64 66 68 70 72 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 6B 70 72 Time(hours) _ Time(hours) 14077-PROP-141202 Type III24-hr 10YR Rainfall=4.80" 14077-PROP-141202 Type 11124-hr 10YR Rainfall=4.80" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Paae 81 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Paae 82 Summary for Pond SP1 b:18"Outlet Summary for Pond SP1 c:18"Outlet Inflow Area= 0.975 ac, 81.77%Impervious, Inflow Depth= 4.23" for 10YR event Inflow Area= 1.207 ac,100.00%Impervious, Inflow Depth= 4.56" for 10YR event Inflow = 4.27 cfs @ 12,09 hrs, Volume= 0.344 of Inflow = 3.90 cfs @ 12.16 hrs, Volume= 0.459 of Primary = 4.27 cfs @ 12.09 hrs, Volume= 0.344 af, Atten=0%, Lag=0.0 min Primary = 3.90 cfs @ 12.16 hrs, Volume= 0.459 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Pond SPi b:18"Outlet Pond SPi c:18"Outlet HYdrstir�Gl4 Wydroartspfl mfmw i Irtflo Q975 ac 4 Ifif!IO v /area-J,207 ac 4 3 - - - - - 3 �- 2 2 - I I f - 1_.. 0 2 4 6 8 10 12 14 16 18 20 22 24 26 2B 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) Time(hours) 14077-PROP-141202 Type 11124-hr 10YR Rainfall=4.80" 14077-PROP-141202 Type 11/24-hr 10YR Rainfall=4.80" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Paqe 83 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Paoe 84 Summary for Pond SP1d:15"Culvert Outlet Summary for Pond URCi:URC1 Inflow Area= 1.106 ac, 58.26%Impervious, Inflow Depth= 3.53" for 10YR event Inflow Area= 0.727 ac, 58.79%Impervious, Inflow Depth= 3.11" for 10YR event Inflow = 4.11 cfs @ 12.11 hrs, Volume= 0.325 of Inflow = 2.55 cfs @ 12.08 hrs, Volume= 0.189 of Primary = 4.11 cfs @ 12.11 hrs, Volume= 0.325 af, Atten=0%, Lag=0.0 min Outflow = 0.39 cfs @ 12.58 hrs, Volume= 0.184 af, Atten=85%, Lag=30.1 min Primary = 0.39 cfs @ 12.58 hrs, Volume= 0.184 of Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Pond SP1 d:15"Culvert Outlet Peak Elev=80.05'@ 12.58 hrs Surf.Area=2,837 sf Storage=3,625 of Hva+'ot tai} Plug-Flow detention time=157.1 min calculated for 0.184 of(98%of inflow) u now Center-of-Mass det.time=142.8 min Primary t Volume Invert Avail.Storage Storage Description 4 , IMIOW Ares, 'i 1�6 ;C, #1 A 77.96' 3,688 of 91.75'W x 30.92'L x 4.50'H Field A 12,765 of Overall-3,545 of Embedded=9,220 of x 40.0%Voids #2A 78.96' 3,545 of StormTech SC-740 x 76 Inside#1 Effective Size=44.6"W x 30.0"H=>6.45 sf x 7.121=45.9 of 3-' a Overall Size=51.0"W x 30.0"H x 7.56'L with 0.44'Overlap 7r Row Length Adjustment=+0.44'x 6.45 sf x 19 rows 7,233 of Total Available Storage M 2 Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Device 2 78.46' 6.0" Round Culvert L=5.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=78.46'/78.46' S=0.0000'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.20 sf 6 a #2 Primary 78.85' 3.0"Vert.Orifice/Grate C=0.600 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 #3 Primary 78.13' 2.0"Vert.Orifice/Grate C=0.600 Time(hours) #4 Device 3 77.96' 4.0" Round Culvert L=84.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=77.96'/77.54' S=0.0050 T Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf Primary OutFlow Max=0.39 cfs @ 12.58 hrs HW=80.05' (Free Discharge) T72=Orifice/Grate (Orifice Controls 0.25 cfs @ 5.00 fps) Z1=culvert (Passes 0.25 cfs of 0.82 cfs potential flow) 3=Orifice/Grate (Orifice Controls 0.14 cfs @ 6.53 fps) '-3=Culvert (Passes 0.14 cfs of 0.33 cfs potential flow) 14077-PROP-141202 Type 11124-hr 10YR Rainfall=4.80" 14077-PROP-141202 Type III 24-hr 10YR Rainfall=4.80" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADO 10.00 s/n 01445 ©2011 HvdroCAD Software Solutions LLC Page 85 HydroCADO 10.00 s/n 01445 O 2011 HydroCAD Software Solutions LLC Page 86 Pond URCII:URCII-Chamber Wizard Field A Pond URC11:URC1 Chamber Model=StormTech SC-740 Hydiocroph Effective Size=44.6"W x 30.0'H=>6.45 sf x 7.121=45.9 cf to mnow Overall Size=51.0"W x 30.0"H x 7.561 with 0.44'Overlap eae I 1 Primary Row Length Adjustment=+0.44'x 6.45 sf x 19 rows 'llf'¢W. Y@ _p,7746l , , I i 51.0"Wide+6.0"Spacing=57.0"C-C Row Spacing -- - ---',---;-=-I-; } 1e. . . . Q..- 2 ' ;Storage-3i, 25 cf 4 Chambers/Row x 7.12'Long+0.44'Row Adjustment=28.92'Row Length+12.0"End Stone x 2=30.92' Base Length 19 Rows x 51.0"Wide+6.0"Spacing x 18+12.0"Side Stone x 2=91.75'Base Width 12.0"Base+30.0"Chamber Height+12.0"Cover=4.50'Field Height 3 76 Chambers x 45.9 cf +0.44'Row Adjustment x 6.45 sf x 19 Rows=3,545.2 cf Chamber Storage LL 1 12,765.4 cf Field-3,545.2 cf Chambers=9,220.2 cf Stone x 40.0%Voids=3,688.1 cf Stone Storage inn e r Stone+Chamber Storage=7,233.3 cf=0.166 of Overall Storage Efficiency=56.7 0- 76 Chambers 0 2 4 6 8 10 12 1416 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 6B 70 72 472.8 cy Field Time(hoes) 341.5 cy Stone i' £ .� lit e 3Rt 1 ti ttt tt ~? ht y it t 1 1 c t 1 @x 1 :.tr lt}s t M£ {t trot { s:itt 1 iJ�l � tl 1 t x l t ;t.., t�l stir tt f� tf t> t tt £t Yl tt .A t1 t r �\ 11 Ott �0 1k,h, t�; t`�r`1s giltttl{ tl 1{r tt tis}tl tsrltf t �}lt t# t £ h t t lti } s st tlt.,. tt jlt till tt 1 £1 tl F t s t t Alt 1{t 1 tt t'.t ltlt t} 4t t. : t stt Utl�J W t1 1,�,� 14077-PROP-141202 Type///24-hr 25YR Rainfall=5.70" 14077-PROP-141202 Type///24-hr 25YR Rainfall=5.70" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD010.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 87 HydroCADOO 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 88 Time span=0.00-72.00 hrs,dt=0.05 hrs,1441 points Pond B104:North Parking Peak Elev=79.62' Storage=142 of Inflow=0.82 cis 0.062 of Runoff by SCS TR-20 method,UH=SCS Primary=0.81 cfs 0.062 of Secondary=0.00 cis 0.000 at Outflow=0.81 cfs 0.062 of Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Pond B105:Parking 3 Peak Elev=79.95' Storage=421 of Inflow=2.24 cis 0.178 of Subcatchment DA1:Parking 1 Runoff Area=17,052 sf 48.28%Impervious Runoff Depth=4.02" Primary=2.11 cfs 0.177 of Secondary=0.12 cfs 0.001 of Outflow=2.22 cfs 0.178 of Tc=5.0 min CN=85 Runoff=1.83 cfs 0.131 of '- Pond B106:Parking 3 Peak Elev=79.92' Storage=486 of Inflow=1.88 cis 0.149 of Subcatchment DA1a:Parking 2 Runoff Area=8,370 sf 57.59%Impervious Runoff Depth=4.34" Primary=1.79 cfs 0.149 of Secondary=0.04 cfs 0.000 of Outflow=1.83 cis 0.149 of Tc=5.0 min CN=88 Runoff=0.95 cfs 0.069 of Pond B107:North Parking Peak Elev=79.55' Storage=55 of Inflow=0.26 cis 0.021 of Subcatchment DAib:Access Rd"A" Runoff Area=2,897 sf 76.60%Impervious Runoff Depth=4.77" Primary=0.26 cfs 0.021 of Secondary=0.00 cfs 0.000 of Outflow=0.26 cis 0.021 of Tc=5.0 min CN=92 Runoff=0.35 cfs 0.026 of Pond BIOS:Buffer Peak EIev=79.30' Storage=38 of Inflow=0.37 cfs 0.027 of Subcatchment DA1c:Access Rd"A" Runoff Area=3,344 sf 100.00%Impervious Runoff Depth=5.46" Primary=0.37 cfs 0.027 of Secondary=0.00 cfs 0.000 of Outflow=0.37 cis 0.027 of Tc=5.0 min CN=98 Runoff=0.43 cfs 0.035 of Pond MAN1:Manifold Peak EIev=79.79' Storage=0.001 of Inflow=3.17 cis 0.236 of Subcatchment DA2:West Access Rd Runoff Area=5,775 sf 72.24%Impervious Runoff Depth=4.89" 8.0" Round Culvert x 12.00 n=0.013 L=28.5' S=0.0000'/' Outflow=3.17 cfs 0.235 of Tc=5.0 min CN=93 Runoff=0.71 cfs 0.054 of Pond P1:Detention Basin Peak EIev=78.46' Storage=1,655 of Inflow=6.78 cfs 0.549 of Subcatchment DA2a:Woods Runoff Area=1,444 sf 0.00%Impervious Runoff Depth=2.75" 18.0" Round Culvert n=0.012 L=58.0' S=0.0043 7' Outflow=4.57 cfs 0.549 of Tc=5.0 min CN=72 Runoff=0.11 cfs 0.008 of Pond SP1:Mill Pond Inflow=14.86 cis 1.600 of Subcatchment DA2b:West Access Rd Runoff Area=3,268 sf 53.09%Impervious Runoff Depth=4.34" Primary=14.86 cis 1.600 of Tc=5.0 min CN=88 Runoff=0.37 cfs 0.027 of Pond SPia:15"Outlet Inflow=0.45 cfs 0.231 of Subcatchment DA3:Bldg 37 Runoff Area=52,567 sf 100.00%Impervious Runoff Depth=5.46" Primary=0.45 cis 0.231 of Tc=5.0 min CN=98 Runoff=6.78 cfs 0.549 of Pond SP1b:18"Outlet Inflow=5.07 cfs 0.415 of Subcatchment DA3a:Parking 3 Runoff Area=17,362 sf 91.38%Impervious Runoff Depth=5.34" Primary=5.07 cis 0.415 of Tc=5.0 min CN=97 Runoff=2.23 cfs 0.178 of Pond SP1c:18"Outlet Inflow=4.57 cis-0.549 of Subcatchment DA3b:Parking 3 Runoff Area=14,620 sf 88.60%Impervious Runoff Depth=5.34" Primary=4.57 cis 0.549 of Tc=5.0 min CN=97 Runoff=1.88 cfs 0.149 of Pond SP1d:15"Culvert Outlet Inflow=5.07 cfs 0.404 of Subcatchment DA4:Existing drive Runoff Area=23,027 sf 54.08%Impervious Runoff Depth=4.23" Primary=5.07 cis 0.404 of Tc=8.0 min CN=87 Runoff=2.36 cfs 0.186 of Pond URC1:URC1 Peak EIev=80.52' Storage=4,596 of Inflow=3.17 cfs 0.235 of Subcatchment DA4a:East Parking/Ex DriveRunoff Area=23,154 sf 61.42%Impervious Runoff Depth=4.45" Outflow=0.45 cfs 0.231 of Tc=8.0 min CN=89 Runoff=2.46 cfs 0.197 of Subcatchment DA4b:Acces Rd"A" Runoff Area=2,014 sf 69.76%Impervious Runoff Depth=5.46" Tc=5.0 min CN=98 Runoff=0.26 cfs 0.021 of Pond B101:Parking 1 Peak EIev=81.25' Storage=1 of Inflow=1.83 cfs 0.131 of Primary=1.82 cfs 0.131 of Secondary=0.00 cfs 0.000 of Outflow=1.82 cfs 0.131 of Pond 13102:Parking 2 Peak EIev=83.67' Storage=0 of Inflow=0.35 cfs 0.026 of Primary=0.00 cfs 0.000 of Secondary=0.35 cfs 0.026 of Outflow=0.35 cfs 0.026 of Pond B103:Access Rd"A" Peak EIev=85.10' Storage=181 of Inflow=0.43 cfs 0.035 of Primary=0.42 cis 0.035 of Secondary=0.00 cfs 0.000 of Outflow=0.42 cfs 0.035 of 14077-PROP-141202 Type///24-hr 25YR Rainfall=5.70" 14077-PROP-141202 Type///24-hr 25YR Rainfall=5.70" Prepared by Horsley Witten Group,Inc. Printed 1 2/212 01 4 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADOO 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 89 HydroCADO 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 90 Summary for Subcatchment DA1:Parking 1 Summary for Subcatchment DA1a:Parking 2 Runoff = 1.83 cfs @ 12.07 hrs, Volume= 0.131 af, Depth= 4.02" Runoff = 0.95 cfs @ 12.07 hrs, Volume= 0.069 at, Depth= 4.34" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Type III 24-hr 25YR Rainfall=5.70" Type III 24-hr 25YR Rainfall=5.70" Area(sf) CN Description Area(sf) CN Description 6,540 98 Paved parking,HSG A 3,284 98 Paved parking,HSG A 1,223 98 Paved sidewalk,HSG A 1,536 98 Paved sidewalk,HSG A 4,686 73 Woods,Fair,HSG C 1,744 79 50-751/Grass cover,Fair,HSG C 4,133 74 >75%Grass cover,Good,HSG C 1,806 70 Woods Good HSG C 470 98 Water Surface HSG C 8,370 88 Weighted Average 17,052 85 Weighted Average 3,550 42.41%Pervious Area 8,819 51.72%Pervious Area 4,820 57.59%Impervious Area 8,233 48.28%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,5 5.0 Direct Entry, Subcatchment DA1:Parking 1 Subcatchment DA1a:Parking 2 Hydrppraph MYdt SRdrnp(. __ T „� _p6 Runotf e II1 24 r` ; Type ll�24-hr 2,5�'I�;Rainfa115.70'� 25 'R Rainfall,_ ;yQ" I RUnoffArea,8;370 sf iunoff Area=17,052 sf Runoff VolumO4 069 of RUrloffVoluirYte 0 131 of Rti,n;off�Depth=4.34'! Runoff Depth 4:02'-'- g 3 1 Tc 5.3 m�rj Tc-5A njrj LL ON- 0 2 4 6 8 10 1214 16 18 20 22 24 26 28 30 2 34 36 38 40 42 44 46 48 5D 52 5 0- -' -;12 14� 18 4 56 58 60 62 64 68687072 0 2 4 6 B 10 16 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 662 64 66 68 70 72 i e(hours) Time(hours) 14077-PROP-141202 Type 11124-hr 25YR Rainfall=5.70" 14077-PROP-141202 Type 11124-hr 25YR Rainfall=5.70" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD00 10.00 s/n 01445 92011 HydroCAD Software Solutions LLC Page 91 HydroCADOO 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 92 Summary for Subcatchment DAi b:Access Rd"A" Summary for Subcatchment DAi c:Access Rd"A" Runoff = 0.35 cfs @ 12.07 hrs, Volume= 0.026 af, Depth= 4.77" Runoff = 0.43 cfs @ 12.07 hrs, Volume= 0.035 af, Depth= 5.46" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Type III 24-hr 25YR Rainfall=5.70" Type III 24-hr 25YR Rainfall=5.70" Area(sf) CN Description Area(sf) CN Description 1,222 98 Paved parking,HSG A 1,495 98 Paved parking,HSG A 902 98 Paved sidewalk,HSG A 1,155 98 Paved sidewalk,HSG A 95 98 Water Surface,HSG A 694 98 Water Surface,HSG A 678 74 >75%Grass cover,Good,HSG C 3,344 98 Weighted Average 2,897 92 Weighted Average 3,344 100.00%Impervious Area 678 23.40%Pervious Area 2,219 76.60%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) Tc Length Slope Velocity Capacity Description 5.0 Direct Entry,5 (min) (feet) (ft/ft) (fUsec) (cfs) 5.0 Direct Entry,5 Subcatchment DA1c:Access Rd"A" Subcatchment DA1 b:Access Rd"Ar' Hydrogrttpb 0.38 _ _ _ __ Runoff 0.42" __ _ _ _ 1 yJ�e�IfM_ 4a� _ i a3s u: + ,- , -- 0.36 0 38 n r r . -'i - r r� 77 I�,,y{'' - 0.36 r r + r }R ainfals� 0.34' _ y ,pe�IC c,4- P 0.32- -; r 2�YF�.Ra�nfalf=$.7b,',__ 0.34 _ Rui�iof#Ar-ea�3-,344s-0.32 ... 0.28 = TRunpff Area,2;897 s# N 028 f3Utntoff UohtrriE"0,035 ef_ 0.26 0.24 _ 'J3�tnOff-_V_oJ�tm -0 026_ f-- 3 pZ; '; _ RuhbFf Dephp46'_ o.2z u__ s o.zz C rs. CTl 0.2_' 'Ruhbff DL��fh" 4-77 LL 0.2 ' _ _ _ '_T =�}, = P _ 0 0.16' - - �(,3 .( I11in a.1a- --- -- -- --��--- u. 0.16 0.16 - }jSc�,7 0.14. 0.1 01 __ _ _ _ _ 0.06 _ _ _ r �_i _r__�_i _ __ 0.04' -r r r , r r - r r r r r i 0.04' _�_J_!_!_ J___!_� .._J_!_ _'_J_! !_�_�__ _!_�__�_ _1_i_�_ 0 0.02 ' 0 2 4 6 8 10 12 14 16 1820 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 66 7072 _ , , Time(hours) 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 46 50 52 54 56 58 60 62 64 66 66 70 72 Time(hours) 14077-PROP-141202 Type///24-hr 25YR Rainfall=5.70" 14077-PROP-141202 Type///24-hr 25YR Rainfall=5.70" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD010.00 s/n 01445 O 2011 HydroCAD Software Solutions LLC Page 93 HydroCADO 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 94 Summary for Subcatchment DA2:West Access Rd Summary for Subcatchment DA2a:Woods Runoff = 0.71 cis Qa 12.07 hrs, Volume= 0.054 af, Depth= 4.89" Runoff = 0.11 cfs Qo 12.08 hrs, Volume= 0.008 af, Depth= 2.75" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Type III 24-hr 25YR Rainfall=5.70" Type III 24-hr 25YR Rainfall=5.70" Area(sf) CN Description Area(sf) CN Description 3,384 98 Paved road,HSG A 1,444 72 Woods/grass comb. Good HSG C 788 98 Paved sidewalk,HSG A 1,444 100.00%Pervious Area 1,167 74 >75%Grass cover,Good,HSG C 436 98 Water Surface,0%imp,HSG C Tc Length Slope Velocity Capacity Description 5,775 93 Weighted Average (min) (feet) (ft/ft) (ft/sec) (cfs) 1,603 27.76%Pervious Area 5.0 Direct Entry, 4,172 72.24%Impervious Area Tc Length Slope Velocity Capacity Description Subcatchment DA2a:Woods (min) (feet) (ft/ft) (ft/sec) (cfs) gydr t)rhpE, 5.0 Direct Entry, Subcatchment DA2:West Access Rd 0 0.,.1 .1 o98 f(vhogrFh - - - - - - -- o ' 25Yf� alnfall��7 { 0.75 - = n>r{� , ; 'P- ,- j - - --_ ooenoffcslume-0�04 sf- , 0-09 " r��r ,'�i I'� " ,J 2q Runoff 0085" y %gyp 0.7 - - - - - - ' Yrpe_Ill 1' 1- 0 75- 1 - -R _UfJf_.. o.65 y 65 o.s 25 Ffi R€IRn�fc�lh :� r1 oo.os:" 4R_Uhbff Depfh�=2 7 _ 0.55 -- -- - -- •Runo-ffi Areaii5,TT5-sf- o.055 -- - ;-� Tc- .O m!�rq�j( - -- - 0.05 - - - - l. - o.s ,RUnIIf �G0J11111E+ ®® 4np_p( f LLoo.oa_, "_ --i_ i _}%N=�2= 0 0.45 _ __ iuhbff-D�e�fh- 0.7r�_ 0.035. _ _ _ - 0.03 ' 0'4 -- M25 LL 0.35' Tm((l��n, - 0.3 o.015.' - - - 0.25' 0.01. _ _ _ ,__ _7_ _ _ 0.005 02 e r- .. �. .. - i _ _ 00 2 4 6 810,214,6,8 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 O.16 - x , Time(hours) 0.1 005 - 0 0 2 4 6 B 10 12 14 i 6 18 20 22 24 26 28 30 32 34 36 36 40 42 44 46 48 50 52 54 Sfi 58 60 62 64 66 66 70 72 Time(hours) 14077-PROP-141202 Type 1/124-hr 25YR Rainfall=5.70" 14077-PROP-141202 Type 11124-hr 25YR Rainfall=5.70" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD010 00 s/n 01445©2011 HydroCAD Software Solutions LLC Page 95 HydroCADOO 10.00 s/n 01445 ©2011 HVdroCAD Software Solutions LLC Page 96 Summary for Subcatchment DA2b:West Access Rd Summary for Subcatchment DA3:Bldg 37 Runoff = 0.37 cfs @ 12.07 hrs, Volume= 0.027 af, Depth= 4.34" Runoff = 6.78 cfs @ 12.07 hrs, Volume= 0.549 af, Depth= 5.46" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Type III 24-hr 25YR Rainfall=5.70" Type III 24-hr 25YR Rainfall=5.70" Area(sf) CN Description Area(sf) CN Description 1,571 98 Paved parking,HSG C 52,567 98 Roofs,HSG C 164 98 Paved sidewalk,HSG C 52,567 100.00%Impervious Area 197 98 Water Surface,0%imp,HSG C 1,336 74 >75%Grass cover,Good HSG C Tc Length Slope Velocity Capacity Description 3,268 88 Weighted Average (min) (feet) (ft/ft) (ft/sec) (cfs) 1,533 46.91%Pervious Area 5.0 Direct Entry, 1,735 53.09%Impervious Area Subcatchment DA3:Bldg 37 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) rlydrodrnoh 5.0 Direct Entry, s3 Y r r r i 7 Subcatchment DAM West Access Rd TO,6 llr 24-0 Hydrdt}rtyN 6 �251(R;Rainfall;_5.70�1... - -#�66off,4Kea-�54567-sf- n.�,�,_ - 038 - 5 RuriOff VO,1UM6:4,5'49 of 0.36 r-r ype lfl - i, - - -- - 034 25__tt t�falf 7D' .. 4 ' unoffiDe�th5.46" 0.32 R 0.3 _�_� a Ranf#Area�3;26$sf - M 0.28 i- <( r-r- - + - + 7 r-r-, - r r-r 0.26 r-' Runoff;Volurne-0'02 of-- 3 �N 9� „0.24 Fuklbff,®e�th- 3l`'- - - - 0.22 2 3 0.2 -- � T 0.16 ___ _ cTCIU 1 „ r r 0.14 i 0 2 4 6 8 10 1214 1618 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 '." 4 Time(hours) 0,08 0.06: , 0.04 r '-i-1-1-T- 0.02: 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 7072 Time(hours) 14077-PROP-141202 Type 11124-hr 25YR Rainfall=5.70" 14077-PROP-141202 Type Ill 24-hr 25YR Rainfall=5.70" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD@ 10.00 s/n 01445 02011 HydroCAD Software Solutions LLC Paae 97 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 98 Summary for Subcatchment DA3a:Parking 3 Summary for Subcatchment DA31b:Parking 3 Runoff = 2.23 cfs @ 12.07 his, Volume= 0.178 af, Depth= 5.34" Runoff = 1.88 cfs @ 12.07 hrs, Volume= 0.149 af, Depth= 5.34" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Runoff by SOS TR-20 method,UH=SCS,Time Span=0.00-72.00 his,dt=0.05 hrs Type III 24-hr 25YR Rainfall=5.70" Type III 24-hr 25YR Rainfall=5.70" Area(sf) ON Description Area(sf) ON Description 14,663 98 Paved parking,HSG C 11,454 98 Paved parking,HSG C 1,203 98 Paved sidewalk,HSG C 1,500 98 Paved sidewalk,HSG C 1,030 98 Water Surface,0%imp,HSG C 1,322 98 Water Surface,0/imp,HSG C 466 74 >75%Grass cover,Good HSG C 344 74 >75%Grass cover,Good HSG C 17,362 97 Weighted Average 14,620 97 Weighted Average 1,496 8.62%Pervious Area 1,666 11.40%Pervious Area 15,866 91.38%Impervious Area 12,954 88.60%Impervious Area To Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 Direct Entry, Subcatchment DA3a:Parking 3 Subcatchment DA3b:Parking 3 VdrslrBfth F1ydroqmpfl - r3 Runotf __ __ __ __ T-r _ 2_.' 03 Runotf I zza ' i - - - TYPPIli�+N Type&il�24 �r 2 200 R.ainf�ll= .,7�? �,2$YR Rarnf6ll,-$.�,70'+ Ruridff Are6=17;38 sf Runoff Area-�14;620 sf Ruirloff Volum6=01178 of fAl Runoff Vo'lume_0,149 of Runoff Depfh=5.8 " -- -- Runoff�De�t _5.34"_ Tc-5,.0 mini 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 4B 50 52 54 56 58 60 62 64 66 68 70 72 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) Time(hours) 14077-PROP-141202 Type 11124-hr 25YR Rainfall=5.70" 14077-PROP-141202 Type 1/124-hr 25YR Rainfall=5.70" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 99 HydroCADO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 100 Summary for Subcatchment DA4:Existing drive Summary for Subcatchment DA4a:East Parking/Ex Drive Runoff = 2.36 cfs @ 12.11 hrs, Volume= 0.186 af, Depth= 4.23" Runoff = 2.46 cfs @ 12.11 hrs, Volume= 0.197 af, Depth= 4.45" Runoff by SOS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Type III 24-hr 25YR Rainfall=5.70" Type III 24-hr 25YR Rainfall=5.70" Area(sf) ON Description Area(sf) ON Description 5,161 98 Paved road,HSG A 10,298 98 Paved parking,HSG A 4,810 98 Paved sidewalk,HSG A 153 98 Water Surface,HSG C 10,575 74 >75%Grass cover,Good,HSG C 2,479 98 Paved roads w/curbs&sewers,HSG C 2,481 98 Unconnected pavement HSG C 1,291 98 Unconnected pavement,HSG C 23,027 87 Weighted Average 8,933 74 >75%Grass cover,Good HSG C 10,575 45.92%Pervious Area 23,154 89 Weighted Average 12,452 54.08%Impervious Area 8,933 38.58%Pervious Area 2,481 19.92%Unconnected 14,221 61.42%Impervious Area 1,291 9.08%Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Tc Length Slope Velocity Capacity Description 8.0 Direct Entry, (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment DA4:Existing drive Subcatchment DA4a:East Parking/Ex Drive Hydroorrrph Hydrograph i s cs1 � ' i i a Runotf TYpe ll��4-hr r - 25YR RainfiaH� .7Q" Type 11I 24 h 2- I�unoffi Area_23,027 sf - 2�Y Rainfall=5,7p'j_ 2. Runafl Area'23,154 S1 06noffiVolulme�01'186�f Runoff Vo'Iume=�0:197f RUn'off Depth=4.23" g RUnoff;DWh'-4.45" Tc=g.Q min01 3 0 2 4 6 8 10 12 14 16 1820 2224 26 2830 32 34 36 38 40 42 44 46 48 50 5254 56 58 60 62 6466 68 70 72 Time(hours) 0- 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) 14077-PROP-141202 Type///24-hr 25YR Rainfall=5.70" 14077-PROP-141202 Type I//24-hr 25YR Rainfall=5.70" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 101 HydroCADO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 102 Summary for Subcatchment DA4b:Acces Rd"A" Summary for Pond B101:Parking 1 Runoff = 0.26 cfs @ 12.07 hrs, Volume= 0.021 af, Depth= 5.46" Inflow Area= 0.391 ac, 48.28%Impervious, Inflow Depth= 4.02" for 25YR event Inflow = 1.83 cfs @ 12.07 hrs, Volume= 0.131 of Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Outflow = 1.82 cfs @ 12.07 hrs, Volume= 0.131 af, Atten=0%, Lag=0.0 min Type III 24-hr 25YR Rainfall=5.70" Primary 1.82 cfs @ 12.07 hrs, Volume= 0.131 of Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Area(sf) CN Description 1,162 98 Paved road,HSG A Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs 243 98 Paved sidewalk,HSG A Peak Elev=81.25'@ 12.07 hrs Surf.Area=433 sf Storage=1 cf 609 98 Water Surface,0%imp,HSG C 2,014 98 Weighted Average Plug-Flow detention time=0.0 min calculated for 0.131 of(100%of inflow) 609 30.24%Pervious Area Center-of-Mass det.time=0.0 min(801.6-801.6) 1,405 69.76%Impervious Area Volume Invert Avail.Storage Storage Description Tc Length Slope Velocity Capacity Description #1 81.25' 841 cf Custom Stage Data(Prismatic)Listed below(Recalc) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) Subcatchment DA4b:Acces Rd"A" 81.25 432 0 0 82.00 776 453 453 ktyrtrn0r°r:Ir 82.50 776 388 841 0.28 - -- - � - j - - - n Runoff Device Routing Invert Outlet Devices (b Ts als f 026 _ 1 _ #1 Primary 76.91' 12A" Round Culvert 0.24 J , "f� r L=5.0' CPP,end-section conforming to fill, Ke=0,500 r o.zz -' � � - '2 �kt�tt�a�f-rJ Inlet/Outlet Invert=76.91'/76.78' S=0.0260 7' Cc=0.900 n=0.012, Flow Area=0.79 sf 0.2- Runeff:Area,2,01 5 #2 Device 1 79.20' 24.0"Horiz.Orifice/Grate C=0.600 RUnOff Vo1Umd='0'021 Of Limited to weir flow at low heads #3 Device 1 79.12' 4.0" Round Culvert °'6 Ruhbff Depth 5 46 L=43.0' CPP,projecting,no headwall, Ke=0.900 ° 0.14111fn - Inlet/Outlet Invert=79.12'/78.91' S=0.0049 7' Cc=0.900 0.12 n=0.01 D PVC,smooth interior, Flow Area=0.D9 sf 0.1 C1vr � #4 Device 3 81.25' 2.470 in/hr Exfiltration over Surface area #5 Secondary 82.00' 5.0'long x 3.0'breadth Broad-Crested Rectangular Weir ooe Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 0.04-' Coef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 ---- --' - -- - - -- - 2.72 2.81 2.92 2.97 3.07 3.32 o.0z °- e 0 2 4 6 8 10 1214 16 1820 2224 2628 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Primary OutFlow Max=7.41 cfs @ 12.07 hrs HW=81.25' (Free Discharge) n-(hoar.) t--1_Culvert (Inlet Controls 7.41 cfs @ 9.44 fps) 1 2=Orifice/Grate (Passes<21.67 cfs potential flow) 3=Culvert (Passes<0.43 cfs potential flow) t-3=Exfiltration (Passes<0.02 cfs potential flow) econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=81.25' (Free Discharge) =Broad-Crested Rectangular Weir (Controls 0.00 cfs) 14077-PROP-141202 Type III 24-hr 25YR Rainfall=5.70" 14077-PROP-141202 Type///24-hr 25YR Rainfal1=5.70" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD010.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 103 HydroCADO 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 104 Pond 13101:Parking 1 Summary for Pond 13102:Parking 2 Hydrog rap t _ Inflow Area 0.067 ac, 76.60%Impervious, Inflow Depth= 4.77" for 25YR event e w Inflow - 0.35 cfs @ 12.07 hrs, Volume= 0.026 of (;a ) ❑o niow Outflow = 0.35 cfs @ 12.07 hrs, Volume= 0.026 af, Atten=0%, Lag=0.0 min M Primary 2 l 16v1 Area-0.391 ace Secondary Primary = 0.00 cfs @ 12.07 hrs, Volume= 0.000 of �PeAkUb ?I� 5r� Secondary= 0.35 cfs @ 12.07 hrs, Volume= 0.026 of 8 Storage=l,ct Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Peak Elev=83.67'@ 12.07 hrs Surf.Area=94 sf Storage=0 cf -- r -T r T-r -- Plug-Flow detention time=0.0 min calculated for 0.026 of(100%of inflow) Center-of-Mass det.time=0.0 min(777.8-777.8) 3 i l i LL Volume Invert AvaiLStorage Storage Description #1 83.67' 172 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 83.67 94 0 0 84.00 235 54 54 84.50 235 118 172 0 2 4 6 8 10 1214 16 18 2022 24 26 2830 32343638 40 424446 48 5052 5456 58 6062 6466 6870 72 Time(hours) Device Routing Invert Outlet Devices #1 Primary 76.91' 12.0" Round Culvert L=5.0' CPP,end-section conforming to fill, Ke=0.500 Inlet/Outlet Invert=76.91'/76.78' S=0.0260'/' Cc=0.900 n=0.012, Flow Area=0.79 sf #2 Device 1 83.50' 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 77.26' 4.0" Round Culvert L=50.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=77.26'/77.01' S=0.0050'/' Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf #4 Device 3 83.67' 2.470 in/hr Exfiltration over Surface area #5 Secondary 79.80' 5.0'long x 3.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coal.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow, Max=1.45 cfs @ 12.07 hrs HW=83.67' (Free Discharge) t1=Culvert (Passes 1.45 cfs of 9.46 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.44 cfs @ 1.35 fps) 13 Culvert (Passes 0.01 cfs of 0.72 cfs potential flow) L4=Exfiltration (Exfiltration Controls 0.01 cfs) econdary OutFlow Max=115.87 cfs @ 12.07 hrs HW=83.67' (Free Discharge) =Broad-Crested Rectangular Weir (Weir Controls 115.87 cfs 9 5.99 fps) 14077-PROP-141202 Type 11124-hr 25YR Rainfall=5.70" 14077-PROP-141202 Type 11124-hr 25YR Rainfall=5.70" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADO 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 105 HydroCADO 10.00 s/n 01445 O 2011 HydroCAD Software Solutions LLC Page 106 Pond B102:Parking 2 Summary for Pond B103:Access Rd"A" Wy�tr€1reptr Inflow Area= 0.077 ac,100.00%Impervious, Inflow Depth= 5.46" for 25YR event L L Inflow = 0.43 cfs @ 12.07 hrs, Volume= 0.035 of 3 s t L Outflow = 0.42 cfs @ 12.09 hrs, Volume= 0.035 af, Atten=3%, Lag=1.5 min � � G ary Primary = 0.42 cfs @ 12.09 hrs, Volume= 0.035 of oas P A Ele�/�$3 ] _ Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of i 0.34 " oaz f_ Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs 0.3 Peak Elev=85.10'@ 12.09 hrs Surf.Area=563 sf Storage=181 cf 0.28 o.zs Plu Flow detention time=19.5 min calculated for 0.035 of 100%of inflow osa 11 _ ; _ g ( ) 0.zz� ' _ _ Center-of-Mass det.time=19.5 min(764.5-745.0) oz _ 0 0.19 Volume Invert AvaiLStorage Storage Description LL 0.16 o.1a #1 84.78' 282 cf Custom Stage Data(Prismatic)Listed below(Recalc) � _ - - 00.1- _ 0.1. ,, , r , y �_a _., � _� � ,_ � � ;_ Elevation Surf.Area Inc.Store Cum.Store 008 '' (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.06 0.04 84.78 563 0 0 0 02 85.11 563 186 186 o .,_ ,r , F 85.28 563 96 282 0 2 4 6 81012141618202224262830323436384042444648505254565860626466687072 Time(hours) Device Routing Invert Outlet Devices #1 Primary 81.22' 12.0" Round Culvert L=52.0' CPP,end-section conforming to fill, Ke=0.500 Inlet/Outlet Invert=81.22'/80.96' S=0.0050'/' Cc=0.900 n=0.012, Flow Area=0.79 sf #2 Device 1 85.03' 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 81.65' 4.0" Round Culvert L=67.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=81.65'/81.32' S=0.0049 7' Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf #4 Device 3 84.78, 2.470 in/hr Exfiltration over Surface area #5 Secondary 85.11' 5.0'long x 3.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.41 cfs @ 12.09 hrs HW=85.10' (Free Discharge) L1=Culvert (Passes 0.41 cfs of 6.57 cfs potential flow) 1 2=Orifice/Grate (Weir Controls 0.38 cfs @ 0.87 fps) 3=Culvert (Passes 0.03 cfs of 0.48 cfs potential flow) t-4=Exfiltration (Exfiltration Controls 0.03 cfs) econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=84.78' (Free Discharge) =Broad-Crested Rectangular Weir (Controls 0.00 cfs) 14077-PROP-141202 Type 11124-hr 25YR Rainfall=5.70" 14077-PROP-141202 Type 11124-hr 25YR Rainfall=5.70" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 H�droCAD@ 10.00 On 01445 @ 2011 HydroCAD Software Solutions LLC Page 107 HydroCADOO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Paoe 108 Pond B103:Access Rd"A" Summary for Pond B104:North Parking t#yc9v t rosy h Inflow Area= 0.166 ac, 57.79%Impervious, Inflow Depth= 4.46" for 25YR event m9ow Inflow - 0.82 cfs @ 12.07 hrs, Volume= 0.062 of I ❑oumow Outflow = 0.81 cfs @ 12.08 hrs, Volume= 0.062 af, Atten=0%, Lag=0.6 min 42 P"mefY Primary = 0.81 cfs @ 12.08 hrs, Volume= 0.062 of Irtflaw dfea-0(3��ate- �Se�e�dary v i Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of 0.45 ;ReEtk-E1'euy8510', o.a. Routingby Stor-Ind method,Time S an=0.00-72.00 hrs,dt=0.05 hrs Peak lev=79.62'@ 12.08 hrs Surrff.Area=306 sf Storage=142 cf 0.35 l _ 0.3 Plug-Flow detention time=34.0 min calculated for 0.062 of(100%of inflow) H Center-of-Mass det.time=34.1 min(815.2-781.1) 0.2s- i Volume Invert Avail.Storage Storage Description 0.2 #1 79.00' 277 cf Custom Stage Data(Prismatic)Listed below(Recalc) 0.15 Elevation Surf.Area Inc.Store Cum.Store 0.1 . ,t _. (feet) (sq-ft) (cubic-feet) (cubic-feet) o.os-" 79.00 154 0 0 .F .rr��i r^ 80.00 400 277 277 2. NO " 0 2 4 6 8 1012141618202224262830323436384042444648505254565860626466687072 Device Routing Invert Outlet Devices Time(hours) #1 Primary 76.14' 12.0" Round Culvert L=22.0' CPP,end-section conforming to fill, Ke=0.500 Inlet/Outlet Invert=76.14'/76.03' S=0.0050'/' Cc=0.900 n=0.012, Flow Area=0.79 sf #2 Device 1 79.53' 36.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 76.41' 4.0" Round Culvert L=37.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=76.41'/76.24' S=0.0046'/' Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf #4 Device 3 79.00' 2.470 in/hr Exfiltration over Surface area #5 Secondary 79.70' 3.0'long x 3.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Cool.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.79 cfs @ 12.08 hrs HW=79.62' (Free Discharge) t-Culvert (Passes 0.79 cfs of 6.52 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.77 cfs @ 0.96 fps) Culvert (Passes 0.02 cfs of 0.55 cfs potential flow) =Exfiltration (Exfiltration Controls 0.02 cfs) econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=79.00' (Free Discharge) =Broad-Crested Rectangular Weir (Controls 0.00 cfs) 14077-PROP-141202 Type 11124-hr 25YR Rainfall=5.70" 14077-PROP-141202 Type 11124-hr 25YR Rainfall=5.70" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD®10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 109 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 110 Pond B104:North Parking Summary for Pond B105:Parking 3 iyarr,agrarrh Inflow Area= 0.399 ac, 91.38%Impervious, Inflow Depth= 5.35" for 25YR event oumow Inflow = 2.24 cfs @ 12.07 hrs, Volume= 0.178 of Inflow-drea�0.166 aC °'1 Primary Outflow = 2.22 cfs @ 12.09 hrs, Volume= 0.178 af, Atten=1%, Lag=1.2 min 0.9 Ioa,cr r z:3 Secondary Primary = 2.11 cfs @ 12.09 hrs, Volume= 0.177 of Gsg�®�+✓r7 ���- Secondary= 0.12 cfs @ 12.09 hrs, Volume= 0.001of 0.8 " 0.75. _ `S Ota 0=142�f Routing by Stor-Ind method,Time Span=0,00-72.00 hrs,dt=0.05 hrs 07 Peak Elev=79.95'@ 12.09 hrs Surf.Area=904 sf Storage=421 cf 0.65 os __ _ _ _ Plug-Flow detention time=18.9 min calculated for 0.178 of(100%of inflow) °as- - Center-of-Mass det.time=18.9 min(771.1-752.2) g 0.45 o "�' ri-r 'r r i- v o4 r Volume Invert AvaiLStorage Storage Description 035 7 7 7r - #1 79.48' 470 cf Custom Stage Data(Prismatic)Listed below(Recalc) 0.3- 0.25 Elevation Surf.Area Inc.Store Cum.Store 0.2 - 0.15 / (feet) (sq-ft) (cubic-feet) (cubic-feet) 01 r f ,.. lr. .< ,�. ✓.�' t- -:/' y t�., r.,,:r 79.48 904 0 0 °iewr 80.00 904 470 470 -p_ r 0 2 4 6 8 1012141618202224262830323436384042444648505254565860626466687072 Time(hours) Device RoutingInvert Outlet Devices #1 Primary 76.68' 12.0" Round Culvert L=21.0' CPP,end-section conforming to fill, Ke=0.500 Inlet/Outlet Invert=76.68'/76.58' S=0.0048'/' Cc=0.900 n=0.012, Flow Area=0.79 sf #2 Device 1 79.73' 24.0"Horiz.Orifice/Grate C=0,600 Limited to weir flow at low heads #3 Device 1 77.03' 4.0" Round Culvert L=50.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=77.03'/76.78' S=0.0050'/' Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf #4 Device 3 77.20, 0.5"Vert.Orifice/Grate X 240.00 C=0.600 #5 Device 4 79.48' 2.470 in/hr Exfiltration over Surface area #6 Secondary 79.90' 5.0'long x 3.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=2.07 cfs @ 12.09 hrs HW=79.94' (Free Discharge) ti=Culvert (Passes 2.07 cfs of 6.29 cfs potential flow) 1 2=Orifice/Grate (Weir Controls 2.02 cfs @ 1.51 fps) 3=Culvert (Passes 0.05 cfs of 0.48 cfs potential flow) 4 4=Orifice/Grate (Passes 0.05 cfs of 2,60 cfs potential flow) t-5=Exfiltration (Exfiltration Controls 0.05 cfs) Secondary OutFlow Max=0.11 cfs @ 12.09 hrs HW=79.94' (Free Discharge) L6=Broad-Crested Rectangular Weir (Weir Controls 0.11 cfs @ 0.51 fps) 14077-PROP-141202 Type 11124-hr 25YR Rainfall=5.70" 14077-PROP-141202 Type///24-hr 25YR Rainfall=5.70" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD010.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 111 HydroCADOO 10.00 s/n 01445©2011 HydroCAD Software Solutions LLC Page 112 Pond B105:Parking 3 Summary for Pond B106:Parking 3 Fiytli�' �nr;f+ Inflow Area= 0.336 ac, 88.60%Impervious, Inflow Depth= 5.34" for 25YR event In rlow Inflow = 1.88 cfs @ 12.07 hrs, Volume= 0.149 of lyz ❑o mow Outflow = 1.83 cfs @ 12.10 hrs, Volume= 0.149 af, Allen=3%, Lag=1.6 min Infrow Area 0.399 aca, P mary - M secondary Primary - 1.79 cfs @ 12.10 hrs, Volume= 0.149 of Secondary0.04 cfs @ 12.10 hrs, Volume= 0.000 of xlras Tea k EI1� � = ztprage�421 Cf; Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Peak Elev=79.92'@ 12.10 hrs Surf.Area=1,099 sf Storage=486 of Plug-Flow detention time=20.0 min calculated for 0.149 of(100%of inflow) Center-of-Mass det time=20.0 min(772.2-752,2) $ Volume Invert Avail.Storage Storage Description #1 79.48' 571 of Custom Stage Data(Prismatic)Listed below(Recale) Elevation Surf.Area Inc.Store Cum.Store _ (feet) (sq-ft) (cubic-feet) (cubic-feet) .r M. 79.48 1,099 0 0 80.00 1,099 571 571 - A,x" 0 2 4 6 8 1012141618202224262830323436384042444648505254565860626466687072 Device Routing Invert Outlet Devices Time(hours) #1 Primary 77.01' 12.0" Round Culvert L=5.0' CPP,end-section conforming to fill, Ke=0.500 Inlet/Outlet Invert=77.01'/76.98' S=0.0060 7' Cc=0.900 n=0.012, Flow Area=0.79 sf #2 Device 1 79.73' 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads 43 Device 1 77.36' 4.0" Round Culvert L=50.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=77.36'/77.11' S=0.0050'/' Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf #4 Device 3 77.46' 0.5"Vert.Orifice/Grate X 240.00 C=0.600 #5 Device 4 79.48' 2.470 in/hr Exfiltration over Surface area #6 Secondary 79.90' 5.0'long x 3.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=1.77 cfs @ 12.10 hrs HW-79.92' (Free Discharge) t-1=Culvert (Passes 1.77 cfs of 5.87 cfs potential flow) t2=Orifice/Grate (Weir Controls 1.71 cfs @ 1.43 fps) 3=Culvert (Passes 0.06 cfs of 0.45 cfs potential flow) r 4=Orifice/Grate (Passes 0.06 cfs of 2.46 cfs potential flow) 4-5=Exfiltration (Exfiltration Controls 0.06 cfs) Secondary OutFlow Max=0.04 cfs @ 12.10 hrs HW=79.92' (Free Discharge) 4--6=Broad-Crested Rectangular Weir (Weir Controls 0.04 cfs @ 0.36 fps) 14077-PROP-141202 Type I//24-hr 25YR Rainfall=5.70" 14077-PROP-141202 Type 11124-hr 25YR Rainfall=5.70" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Pane 113 HydroCADO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 114 Pond B106:Parking 3 Summary for Pond 13I07:North Parking ItVtlPO(�e#3t1t1 Inflow Area= 0.046 ac, 69.76%Impervious, Inflow Depth= 5.46" for 25YR event Inflow = 0.26 cfs @ 12.07 hrs, Volume= 0.021 of ( J J 1 J ootl n owow Outflow = 0.26 cfs @ 12.08 hrs, Volume= 0.021 af, Atten=1%, La =0.8 min n Primary g- fnfhow Area 73 0.336 ac se o aay Primary = 0.26 cfs @ 12.08 hrs, Volume= 0.021 of 2 r r Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Pea, KE16V=79.92 5t0'rage-486;trf; Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Peak Elev=79.55'@ 12.08 hrs Surf.Area=203 sf Storage=55 of Plug-Flow detention time=16.8 min calculated for 0.021 of(100%of inflow) Center-of-Mass det.time=16.8 min(761.8-745.0) 1 Volume Invert Avail.Storage Storage Description #1 79.28' 146 of Custom Stage Data(Prismatic)Listed below(Recalc) i Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) r ✓ s r -r.. 79.28 203 0 0 80.00 203 146 146 0 2 4 6 E 101214+7 6 18 20 22 24 26 28 Time (hours) q 38 40 42 44 46 48 50 52 54 56 58 6062 64 66 66 70 72 Device Routing Invert Outlet Devices Time(h #1 Primary 76.98' 12.0" Round Culvert L=5.0' CPP,end-section conforming to fill, Ke=0.500 Inlet/Outlet Invert=76.97'/76.98' S=-0.0020'/' Cc=0.900 n=0.012, Flow Area=0.79 sf #2 Device 1 79.50, 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 77.13' 4.0" Round Culvert L=11.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=77.13'/77.07' S=0.0055'/' Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf #4 Device 3 77.25' 0.5"Vert.Orifice/Grate X 240.00 C=0.600 #5 Device 4 79.28' 2.470 in/hr Exfiltration over Surface area #6 Secondary 79.90' 5.0'long x 3.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max-0.25 cfs @ 12.08 hrs HW=79.55' (Free Discharge) t1=Culvert (Passes 0.25 cis of 5.44 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.24 cis @ 0.74 fps) 1 3=Culvert (Passes 0.01 cfs of 0.50 cfs potential flow) t 4=Orifice/Grate (Passes 0.01 cfs of 2.38 cfs potential flow) t-5=Exfiltration (Exfiltration Controls 0.01 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=79.28' (Free Discharge) t-6=Broad-Crested Rectangular Weir (Controls 0.00 cfs) 14077-PROP-141202 Type 11124-hr 25YR Rainfall=5.70" 14077-PROP-141202 Type 11124-hr 25YR Rainfall=5.70" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADO 10.00 s/n n1445 @ 2011 HydroCAD Software Solutions LLC Page 115 HydroCADOO 10.00 s/n 01445 012011 HydroCAD Software Solutions LLC Paqe 116 Pond B107:North Parking Summary for Pond 13I08:Buffer sly,t+ prrl)°t1 Inflow Area= 0.075 ac, 53.09%Impervious, Inflow Depth= 4.34" for 25YR event i now Inflow = 0.37 cfs @ 12.07 hrs, Volume= 0.027 of T ❑o"nmw Outflow - 0.37 cfs @ 12.08 hrs, Volume= 0.027 af, Atten=0%, Lag=0.5 min 7 C Primary attflbw,�h ea 046 a - Secondary Primary - 0.37 cfs @ 12.08 hrs, Volume= 0.027 of 0.26 L,°° s , Secondary- 0.00 cfs @ 0.00 hrs, Volume= 0.000 of 0.26 Real,Elev-79 55 0.2a _ �_�_� -S'lDCatr JrcJ-cf- Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs 0.22 Peak Elev=79.30'@ 12.08 hrs Surf.Area=185 sf Storage=38 cf r-r� _'rr�-r -r-,-r r-r--- -, 0.2 _ _ _ _ _ ' Plug-Flow detention time=14.3 min calculated for 0.027 of(100%of inflow) . _. Center-of-Mass det.time=14.3 min(806.6-792.3) - Volume Invert AvaiLStorage Storage Description LL 0.12 " -- #1 79.03' 250 cf Custom Stage Data(Prismatic)Listed below(Recalc) 0.1'" - 0.0s Elevation Surf.Area Inc.Store Cum.Store , 0.06 (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.04: -�: ,a :. i r y. .'.r. 79.03 93 0 0 o n'- - . 80.00 423 250 250 11 0 2A4 6 8 1012141618202224262830323436384042444648505254565860626466687072 Device Routing Invert Outlet Devices Time(hours) #1 Primary 76.60' 12.0" Round Culvert L=4.0' CPP,end-section conforming to fill, Ke=0.500 Inlet/Outlet Invert=76.60'/76.58' S=0.0050 7' Cc=0.900 n=0.012, Flow Area=0.79 sf #2 Device 1 79.25' 36.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 76.74' 4.0" Round Culvert L=27.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=76.74'/76.60' S=0.0052'/' Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf #4 Device 3 79.03' 2.470 in/hr Exfiltration over Surface area #5 Secondary 79.50' 3.0'long x 3.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.36 cfs @ 12.08 hrs HW=79.30' (Free Discharge) t--Culvert (Passes 0.36 cfs of 5.61 cfs potential flow) t 2u-Orifice/Grate (Weir Controls 0.35 cfs @ 0.73 fps) Culvert (Passes 0.01 cfs of 0.51 cfs potential flow) =Exfiltration (Exfiltration Controls 0.01 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=79.03' (Free Discharge) t-S-Broad-Crested Rectangular Weir (Controls 0.00 cfs) 14077-PROP-141202 Type 11124-hr 25YR Rainfall=5.70" 14077-PROP-141202 Type 11124-hr 25YR Rainfall=5.70" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 117 HydroCAD010.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 118 Pond B108:Buffer Summary for Pond MAN1:Manifold Hydro prrlph Inflow Area= 0.727 ac, 58.79%Impervious, Inflow Depth= 3.89" for 25YR event n w nflow = 3.17 cfs @ 12.08 hrs, Volume= 0.236 of °o"i°" Outflow = 3.17 cfs @ 12.08 hrs, Volume= 0.235 af, Atten=0%, La 0.0 min °>r" �Y1f101N HYe1-0107Jr.16- t Prima Primary = 3.17 cfs @ 12.08 hrs, Volume= 0.235 of g 0.4 0.36 Realk 5leu=79 30"- oss Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs/3 o.aa"-',',! Stdra 38 '�- Peak Elev=79.79'@ 12.08 hrs Surf.Area=0.000 ac Storage=0.001 of a _ _ _ 0.2 s Plug-Flow detention time=3.0 min calculated for 0.235 of(100%of inflow) r, 0.26 - - _ Center-of-Mass det.time=1.7 min(795.0-793.4) 0.24 _ °p2 Volume Invert Avail.Storage Storage Description �_�� 0.16 °�; ........ #1 78.00' 0-001 of 24.0"D x 10.51 Pipe Storage o.1s _- 0.14 012 =r,/, ___ __ __ _ _ _ Device Routing Invert Outlet Devices 0.1 __,_ #1 Primary 79.33' 8.0" Round Culvert X 12.00 _.-008 ` t ,1 f �- d 9, L=28.5' CPP,projecting,no headwall, Ke=0.900 o0s , r r r r /i1lrf%r/ir. ✓fi <,i Inlet/Outlet Invert=79.33'/79.33' S=0.0000'/' Cc=0.900 of n=0.013 Corrugated PE,smooth interior, Flow Area=0.35 sf _ 0 2 a s 8 1012141618 2022 24 2628 30Time(hours) 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Prima OutFlow Max=3.07 cfs @ 12.08 hrs HW=79.78' Free Discharge)Time(hours) t-1=Culvert (Barrel Controls 3.07 cfs @ 1.45 fps) ( g ) Pond MAN1:Manifold Hydrogralph � �Inflow a is ip Primary Inflbw'A`rea 0.727ac 3 ! ';Peek!5leV='79 7� �Stbra'ge" 0 001 of, 2- ,Round Culvert x TIO -1 7 S-01,0000 J'! 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) 14077-PROP-141202 Type///24-hr 25YR Rainfall=5.70" 14077-PROP-141202 Type 11124-hr 25YR Rainfall=5.70" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD a@ 10 00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 119 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 120 Summary for Pond Pi:Detention Basin Pond P1:Detention Basin Hych ogroph Inflow Area= 1.207 ac,100.00%Impervious, Inflow Depth= 5.46" for 25YR event Inflow = 6.78 cfs @ 12.07 hrs, Volume= 0.549 of j m,mw Outflow = 4.57 cfs @ 12.16 hrs, Volume= 0.549 af, Atten=33%, Lag=5.4 min . T Pnmary Primary = 4.57 cfs @ 12.16 hrs, Volume= 0.549 of 7- Ina fLl o_w_ JA Lr eJ6_=1 20T 1C, }� Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs 6 ;Reek�,IeV-7$4p' Peak Elev=78.46'@ 12.16 hrs Surf.Area=3,766 sf Storage=1,655 cf Ta'-1-65g cf.- : Plug-Flow detention time=2.0 min calculated for 0.549 of 100%of inflow ' : Center-of-Mass det.time=2.0 min(747.0-745.0) w v 4 Round Cuivert Volume Invert Avail.Storage Storage Description - 3 #1 78.00' 13,334 cf Custom Stage Data(Prismatic)Listed below(Recalc) 3 ` ri�U.012 Elevation Surf.Area Ino,Store Cum.Store �' (feet) (sq-ft) (cubic-feet) (cubic-feet) , _ _ 43_ 78.00 3,470 0 0 80.00 4,763 8,233 8,233 ' 81.00 5,438 5,101 13,334 0- Device Routing Invert Outlet Devices 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) #1 Primary 77.22' 18.0" Round Culvert L=58.0' RCP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=77.22'/76.97' S=0.0043'/' Cc=0.900 n=0.012 Concrete pipe,finished, Flow Area=1.77 sf Primary OutFlow Max=4.54 cfs @ 12.16 hrs HW=78.45' (Free Discharge) t1=Culvert (Barrel Controls 4.54 cfs @ 3.98 fps) 14077-PROP-141202 Type 11124-hr 25YR Rainfall=5.70" 14077-PROP-141202 Type 1/124-hr 25YR Rainfall=5.70" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADO 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 121 HydroCADOO 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 122 Summary for Pond SPi:Mill Pond Summary for Pond SP1 a:15"Outlet Inflow Area= 4.015 ac, 76.61%Impervious, Inflow Depth= 4.78" for 25YR event Inflow Area= 0.727 ac, 58.79%Impervious, Inflow Depth= 3.81" for 25YR event Inflow = 14.86 cfs @ 12.11 his, Volume= 1.600 of Inflow = 0.45 cfs @ 12.60 hrs, Volume= 0.231 of Primary = 14.86 cfs @ 12.11 hrs, Volume= 1.600 af, Atten=0%, Lag=0.0 min Primary = 0.45 cfs @ 12.60 hrs, Volume= 0.231 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Pond SPi:Mill Pond Pond SP1a:15"Outlet Hydreprnph r N dra p h y o- a 0.5. 15 046' .42_ _ _ __ _ _ _ _ 00.4.. 12 _ __ ___ __ __ ____ 0.38 0.36' 0.34 10 0.32, 0.31 `0 9 �1: _ _ _ __ _ ____ U 3 8_' _ __ __ r ____ _ __ _ __ _- '' 0.24- LL 7 - Z 0.22 y - - - _- 0.2 ~ - OAF 0.14-_ a 4 . _ _ _ __ _ 0.12 ' 3 3 --------------- . . r _ _ 2 0 os " 0.04 0 2 4 6 B 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 0 2 4 6 8 10 1214 16 18 20 22 24 262 8 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) Time(hours) 14077-PROP-141202 Type 11124-hr 25YR Rainfall=5.70" 14077-PROP-141202 Type I1124-hr 25YR Rainfall=5.70" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD010.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 123 ydroCADO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Pace 124 Summary for Pond SP1 b:18"Outlet Summary for Pond SPi c:18"Outlet Inflow Area= 0.975 ac, 81.77%Impervious, Inflow Depth= 5.11" for 25YR event Inflow Area= 1.207 ac,100.00%Impervious, Inflow Depth= 5.46" for 25YR event Inflow = 5.07 cfs @ 12.09 hrs, Volume= 0.415 of Inflow = 4.57 cfs @ 12.16 hrs, Volume= 0.549 of Primary = 5.07 cfs @ 12.09 hrs, Volume= 0.415 af, Atten=0%, Lag=0.0 min Primary = 4.57 cfs @ 12.16 hrs, Volume= 0.549 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 his Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Pond SP1b:18"Outlet Pond SP1c:18"Outlet t�ydit3dPfi1t5t9 Hydro()raph i - I �Intlow C7 PrmaN Pv Primary 5 � Iriflq�hrArea=01975,oc; � Inf1� v l re 1�20�ac 4- 4- ME i 3- 3 o ; 2 {{ ; 2 3 1 ; 1 0 W , 0 2 4 6 8 10 12 1416 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 0 2 4 6 8 1012 1416 18 20 22 24 26 28 30 32 34 36 A40 42 44 46 48 50 52 54 56 58 60 62 64 6668 7072 Time(hours) Time(hours) 14077-PROP-141202 Type///24-hr 25YR Rainfall=5.70" 14077-PROP-141202 Type f1124-hr 25YR Rainfall=5.70" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 125 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 126 Summary for Pond SP1d:15"Culvert Outlet Summary for Pond URC1:URC1 Inflow Area= 1.106 ac, 58.26%Impervious, Inflow Depth= 4.39" for 25YR event Inflow Area= 0.727 ac, 58.79%Impervious, Inflow Depth= 3.89" for 25YR event Inflow = 5.07 cfs @ 12.11 hrs, Volume= 0.404 of Inflow = 3.17 cfs @ 12.08 hrs, Volume= 0.235 of Primary = 5.07 cfs @ 12.11 hrs, Volume= 0.404 af, Atten=0%, Lag=0.0 min Outflow = 0.45 cfs @ 12.60 hrs, Volume= 0.231 af, Atten=86%, Lag=31.3 min = Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Primary 0.45 cfs @ 12.60 hrs, Volume= 0.231 of Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Pond SP1 d:15"Culvert Outlet Peak Elev=80.52'@ 12.60 hrs Surf.Area=2,837 sf Storage=4,596 cf Hydrogrnph Plug-Flow detention time=160.0 min calculated for 0.231 of(98%of inflow) mnow Center-of-Mass det.time=148.2 min(943.2-795.0) 11A6W Are0_'1.106 46 Volume Invert Avail.Storage Storage Description 5 #1 A 77.96' 3,688 cf 91.75'W x 30.92'L x 4.50'H Field A __ __ _____ 12,765 cf Overall-3,545 cf Embedded-9,220 cf x 40.0%Voids #2A 78.96' 3,545 cf StormTech SC-740 x 76 Inside#1 4 t Effective Size=44.6"W x 30.0"H=>6.45 sf x 7.121=45.9 cf Overall Size=51.0"W x 30.0"H x 7.56'L with 0.44'Overlap Row Length Adjustment=+0.44'x 6.45 sf x 19 rows 3- 7,233 cf Total Available Storage 3 ' Storage Group A created with Chamber Wizard 2- Device Routing Invert Outlet Devices #1 Device 2 78.46' 6.0" Round Culvert L=5.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=78.46'/78.46' S=0.0000'P Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.20 sf 0 '' #2 Primary 78.85 3.0 Vert.Orifice/Grate C=0.600 0 2 4 6 B 1012 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 #3 Primary 78.13' 2.0"Vert.Orifice/Grate C=0.600 Time tno��st #4 Device 3 77.96' 4.0" Round Culvert L=84.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=77.96'/77.54' S=0.0050 7 Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf Primary OutFlow, Max-0.45 cfs @ 12.60 hrs HW=80.52' (Free Discharge) �2=Orifice/Grate (Orifice Controls 0.29 cfs @ 5.99 fps) t1=Culvert (Passes 0.29 cfs of 0.97 cfs potential flow) 3=Orifice/Grate (Orifice Controls 0.16 cfs @ 7.32 fps) t-4=Culvert (Passes 0.16 cfs of 0.37 cfs potential flow) 14077-PROP-141202 Type///24-hr 25YR Rainfall=5.70" 14077-PROP-141202 Type 1/124-hr 25YR Rainfall=5.70" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADOO 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Paoe 127 HydroCADOO 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 128 Pond URCi:URC1-Chamber Wizard Field A Pond URCII:URC11 hlydroprelph Chamber Model=StormTech SC-740 Effective Size=44.6"W x 30.0"H=>6.45 sf x 7.121L=45.9 of m+�w Overall Size=51.0"W x 30.0"H x 7.561 with 0.44'Overlap /� _ n P`"nary Row Length Adjustment=+0.44'x 6.45 sf x 19 rows -Inflz v�Afe6^—QL7 T�OI 51.0"Wide+6.0"Spacing=57.0"C-C Row Spacing 3Ell - �Pe,ak ElOV4-80.52® 4;,a96�f 4 Chambers/Row x 7.12'Long+0.44'Row Adjustment=28.92'Row Length+12.0"End Stone x 2=30.92' -;- ;Storage Base Length 19 Rows x 51.0"Wide+6.0"Spacing x 18+12.0"Side Stone x 2=91.75'Base Width 2 12.0"Base+30.0"Chamber Height+12.0"Cover=4.50'Field Height g 76 Chambers x 45.9 of +0.44'Row Adjustment x 6.45 sf x 19 Rows=3,545.2 cf Chamber Storage - l-? r j r j 1 12,765.4 of Field-3,545.2 of Chambers=9,220.2 cf Stone x 40.0%Voids=3,688A cf Stone Storage Stone+Chamber Storage=7,233.3 of=0.166 of ;, I. Overall Storage Efficiency=56.7 76 Chambers 0 2 4 6 8 1012 14 16 18 20 22 24 26 28 30 Time(hour) 42 44 46 48 50 52 5456 58 60 62 64 66 68 70 72 472.8 cy Field 341.5 cy Stone it) rtt f £S l! 5 t} 1 tt '� £ t n t tt r at 1 x t t t t t r s, r1.Sr £crf e lu tl 13fi sr1'C as} t zs :r } r t s t l £' WE ?�1 zt p si 41 rk'�. ir`�t ;tt }, 2t` .fir; rt». r .�. ,. ' t4s ¢Zit{ r {1t it}}t, }�! r{ ». 5s}tstfl }};.r t k} 7777t s , u t 2 4 t1 t t s } tl{ tr 1 > at t{t tu} 1�t `tt{tj °fi }sty Situ t r'( <ur £ }tt y sr ?{.�t! 4 {};t> r�{rrsit s9S 1r� z?t11}i ,} tt� '!i`} tit�`'r{> £ '�t„}fi " k t tti3 is�tt 3} t r in t r, 'r t =ta t;t1$.t z»v �r jt r1?»} ',u�1r' S_ R t�i l�£ 3�,�t`£1 1 -g i i�'tth tt t.,'`•< a a}ys t�lN111 r ti{ ,t'j{ :� £ 1 1hl s1 i s �i i# ti£a § t t r r zf 1 �t1 u' it1 tit£41 pltt� i+S 1S t l� stlz i 1 }t {2tz}a 'th hh§ a is t;�+� s.1! t`t� R j h k k�r,+t n ri t {t,1 t tkt}}tlt i tl itz§! fis t 1nt t} S s t1cf. itZi E rir ��) "T'so;r;c}: .,tom u1.t + {s,}tr} ` fit;. ,1} >~1f4+, 1}L.r, F. r?u 1 r ;t s r1 st, ts1 Ott :it3t t trt r1t� ri t {isYttl sfilul 4'£t 1, tt} }a} t t} s t No' crlkr n £s £ {l ' i ttti pstlr 1 tit ti 1}111 { ,t � t i1� t1� t{j' i, k � t' �s}l �i} }4,{ r ltt �} ;! ,} ;j.}j1t t {i 's x�#fl t �`in ?'tflr rZtil tt!'ti tl;£' i t`t{rf {�'t 11�1 £ l low s.t;{k'tf 71}, u.. ,i t,r. 14077-PROP-141202 Type It/24-hr 100YR Rainfall=7.10" 14077-PROP-141202 Type///24-hr 100YR Rainfall=7.10" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADOO 10.00 s/n 01445©2011 HydroCAD Software Solutions LLC Page 129 HydroCAD®10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 130 Time span=0.00-72.00 hrs,dt=0.05 hrs,1441 points Pond B104:North Parking Peak Elev=79.63' Storage=147 of Inflow=1.05 cfs 0.080 of Runoff by SCS TR-20 method,UH=SCS Primary=1.05 cfs 0.080 of Secondary=0.00 cfs 0.000 of Outflow=1.05 cfs 0.080 of Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Pond B105:Parking 3 Peak Elev=79.98' Storage=451 cf Inflow=2.89 cfs 0.225 of Subcatchment DA11:Parking 1 Runoff Area=17,052 sf 48.28%Impervious Runoff Depth=5.35" Primary=2.60 cfs 0.222 of Secondary=0.27 cfs 0.002 of Outflow=2.87 cfs 0.225 of Tc=5.0 min CN=85 Runoff=2.40 cfs 0.174 of Pond B106:Parking 3 Peak EIev=79.95' Storage=515 of Inflow=2.34 cfs 0.189 of Subcatchment DA1a:Parking 2 Runoff Area=8,370 sf 57.59%Impervious Runoff Depth=5.69" Primary=2.17 cfs 0.188 of Secondary=0.13 cfs 0.001 of Outflow=2.30 cfs 0.189 of _ Tc=5.0 min CN=88 Runoff=1.23 cfs 0.091 of Pond B107:North Parking Peak EIev=79.56' Storage=57 of Inflow=0.32 cfs 0.026 of Subcatchment DAi b:Access Rd"A" Runoff Area=2,897 sf 76.60%Impervious Runoff Depth=6.15" Primary=0.32 cfs 0.026 of Secondary=0.00 cfs 0.000 of Outflow=0.32 cfs 0.026 of Tc=5.0 min CN=92 Runoff=0.45 cfs 0.034 of Pond BI08:Buffer Peak EIev=79.31' Storage=40 of Inflow=0.48 cfs 0,036 of Subcatchment DA1c:Access Rd"A" Runoff Area=3,344 sf 100.00%Impervious Runoff Depth=6.86" Primary=0.48 cfs 0.036 of Secondary=0.00 cfs 0.000 of Outflow=0.48 cfs 0.036 of Tc=5.0 min CN=98 Runoff=0.54 cfs 0.044 of Pond MAN1:Manifold Peak EIev=79.85' Storage=0.001 of Inflow=4.12 cfs 0.310 of Subcatchment DA2:West Access Rd Runoff Area=5,775 sf 72.24%Impervious Runoff Depth=6.27" 8.0" Round Culvert x 12.00 n=0.013 L=28.5' S=0.0000 7' Outflow=4.12 cfs 0.309 of Tc=5.0 min CN=93 Runoff=0.90 cfs 0.069 of Pond Pi:Detention Basin Peak EIev=78.64' Storage=2,359 of Inflow=8.46 cfs 0.690 of Subcatchment DA2a:Woods Runoff Area=1,444 sf 0.00%Impervious Runoff Depth=3.91" 18.0" Round Culvert n=0.012 L=58.0' S=0.0043'/' Outflow=5.63 cfs 0.690 of Tc=5.0 min CN=72 Runoff=0.15 cfs 0.011 at Pond SP1:Mill Pond Inflow=18.71 cfs 2.052 of Subcatchment DA2b:West Access Rd Runoff Area=3,268 sf 53.09%Impervious Runoff Depth=5.69" Primary=18.71 cfs 2.052 of Tc=5.0 min CN=88 Runoff=0.48 cfs 0.036 of Pond SP1 a:15"Outlet Inflow=0.56 cfs 0.305 of Subcatchment DA3:Bldg 37 Runoff Area=52,567 at 100.00%Impervious Runoff Depth=6.86" Primary=0.56 cfs 0.305 of Tc=5.0 min CN=98 Runoff=8.46 cfs 0.690 of Pond SP1 b:18"Outlet Inflow=6.29 cfs 0.526 of Subcatchment DA3a:Parking 3 Runoff Area=17,362 sf 91.38%Impervious Runoff Depth=6.74" Primary=6.29 cfs 0.526 of Tc=5.0 min CN=97 Runoff=2.78 cfs 0.224 of Pond SP1c:18"Outlet Inflow=5.63 cfs 0.690 of Subcatchment DA3b:Parking 3 Runoff Area=14,620 sf 88.60%Impervious Runoff Depth=6.74" Primary=5.63 cfs 0.690 of Tc=5.0 min CN=97 Runoff=2.34 cfs 0.189 of Pond SP1d:15"Culvert Outlet Inflow=6.55 cfs 0.529 of Subcatchment DA4:Existing drive Runoff Area=23,027 sf 54.08/Impervious Runoff Depth=5.58" Primary=6.55 cfs 0.529 of Tc=8.0 min CN=87 Runoff=3.07 cfs 0.246 of Pond URC1:URC1 - Peak EIev=81.47' Storage=6,109 of Inflow=4.12 cfs 0.309 of Subcatchment DA4a:East Parking/Ex DriveRunoff Area=23,154 sf 61.42/impervious Runoff Depth=5.81" Outflow=0.56 cfs 0.305 of Tc=8.0 min CN=89 Runoff=3.17 cfs 0.257 of Subcatchment DA4b:Acces Rd"A" Runoff Area=2,014 sf 69.76%Impervious Runoff Depth=6.86" Tc=5.0 min CN=98 Runoff=0.32 cfs 0.026 of Pond 8101:Parking 1 Peak Elev=81.25' Storage=2 cf Inflow=2.40 cfs 0.174 of Primary=2.40 cfs 0.174 of Secondary=0.00 cfs 0.000 of Outflow=2.40 cfs 0.174 of Pond B102:Parking 2 Peak EIev=83.67' Storage=0 of Inflow=0.45 cfs 0.034 of Primary=0.01 cfs 0.000 of Secondary=0.44 cfs 0.034 of Outflow=0.45 cfs 0.034 of Pond BI03:Access Rd"A" Peak EIev=85.11' Storage=188 of Inflow=0.54 cfs 0.044 of Primary=0.53 cfs 0.044 of Secondary=0.00 cfs 0.000 of Outflow=0.53 cfs 0.044 of 14077-PROP-141202 Type III24-hr 100YR Rainfall=7.10" 14077-PROP-141202 Type III24-hr 100YR Rainfall=7.10" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD010.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Pape 131 HydroCADOO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 132 Summary for Subcatchment DAi:Parking 1 Summary for Subcatchment DA1a:Parking 2 Runoff = 2.40 cis @ 12.07 hrs, Volume= 0.174 af, Depth= 5.35" Runoff = 1.23 cfs @ 12.07 hrs, Volume= 0.091 af, Depth= 5.69" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Type III 24-hr t00YR Rainfall=7.10" Type III 24-hr 100YR Rainfall=7.10" Area(sf) CN Description Area(sf) ON Description 6,540 98 Paved parking,HSG A 3,284 98 Paved parking,HSG A 1,223 98 Paved sidewalk,HSG A 1,536 98 Paved sidewalk,HSG A 4,686 73 Woods,Fair,HSG C 1,744 79 50-75%Grass cover,Fair,HSG C 4,133 74 >75%Grass cover,Good,HSG C 1,806 70 Woods Good,HSG C 470 98 Water Surface HSG C 8,370 88 Weighted Average 17,052 85 Weighted Average 3,550 42.41%Pervious Area 8,819 51.72%Pervious Area 4,820 57.59%Impervious Area 8,233 48.28%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (f/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,5 5.0 Direct Entry, Subcatchment DA1a:Parking 2 Subcatchment DAi:Parking 1 Mydrta�rnpsh r1 Runoff Type llN 24 he, Type III 24-hr 1A Y RaInMl�7.10 i_ 2 - '-� Runoff Area 8;3i70'sf kurigff Area_17;05s# Runoff Volumed0.091 of Rutloff Volt rY�e-0;17 fi 1 ii Runoff D,ebth=5.69" Runoff D,eOhr-5.35" 3 3 Tp 5,-Q tn'rl 0,N-'8, 0 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) Time(hours) 14077-PROP-141202 Type I//24-hr 100YR Rainfall=7.10" 14077-PROP-141202 Type///24-hr 100YR Rainfall=710" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Paae 133 Hydro CAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 134 Summary for Subcatchment DA1 b:Access Rd"A" Summary for Subcatchment DA1 c:Access Rd"A" Runoff = 0.45 cfs @ 12.07 hrs, Volume= 0.034 af, Depth= 6.15" Runoff = 0.54 cfs @ 12.07 hrs, Volume= 0.044 af, Depth= 6.86" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Type III 24-hr 100YR Rainfall=7.10" Type III 24-hr 100YR Rainfall=7.10" Area(sf) CN Description Area(sf) CN Description 1,222 98 Paved parking,HSG A 1,495 98 Paved parking,HSG A 902 98 Paved sidewalk,HSG A 1,155 98 Paved sidewalk,HSG A 95 98 Water Surface,HSG A 694 98 Water Surface HSG A 678 74 >75%Grass cover,Good HSG C 3,344 98 Weighted Average 2,897 92 Weighted Average 3,344 100.00%Impervious Area 678 23.40%Pervious Area 2,219 76.60%Impervious Area Te Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) Tc Length Slope Velocity Capacity Description 5.0 Direct Entry,5 _(min) (feet) (fUft) (ft/sec) (cfs) 5.0 Direct Entry,5 Subcatchment DAic:Access Rd"A" Subcatchment DA1b:Access Rd"A" Hydrogrrlph Hydrogmph 0.6 0.5 _ __ _ __ 0.55 i 6.48 - r - - -- ;- - �R - - '- yp01 -24 hf- 011 0.46 °°56 _ i _ _ 0.44 , , r.. -- - r i lltf'e�011 L�tl; 0.5 VYXR � -- 1' .. 042'�..__ i � 'i' i- �- � J - � -- 0-45 ' � � 04 10b1_f fi i;n all_ .1{�" -Runeff;Area,3 344s t Ft 936 - , + - 1 , 0.34 anpfif lea 2;89 st 6.35 npff UII II olultrie 0044f 0.32 - - - - -fitxnOff_V��JtatYt� ©;U = :f=_ ,--11,- Ruhbff-Depfh=6-86" 0.3 - - 3 0.3 z 0.26 RuhbffD #fa_6::15" - TC?5:Q min;, i -,- 3 0.24 r r i -- /�( -- u, 0.22 J L _ L l J __ __7'�.'-J.V-irrttn-- 0.2 - ___}?wl 0i__ 0.2 ....... .......... GN`92 y T 0.15- 0.14. _ J _ _L __J_1 __L J_J 1 L.___ J J L _ 1._! __ 0.12 D.1 01. - '� __ __ _ __ __ _ _ _ _ ____ 008. - T _ 0.04 - - - - - - �- 0 2 4 6 ii 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 0.02- 000 Time(hours) 0- 0 2 4 6 6 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) 140777PROP-141202 Type 11124-hr 100YR Rainfall=7.10" 14077-PROP-141202 Type 11124-hr 100YR Rainfall=7.10" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD06 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 135 HydroCADOO 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 136 Summary for Subcatchment DA2:West Access Rd Summary for Subcatchment Mai:Woods Runoff = 0.90 cfs @ 12.07 hrs, Volume= 0.069 af, Depth= 6.27" Runoff = 0.15 cfs @ 12.08 hrs, Volume= 0.011 af, Depth= 3.91" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 his Type III 24-hr 100YR Rainfall=7.10" Type III 24-hr 100YR Rainfall=7.10" Area(sf) CN Description Area(sf) ON Description 3,384 98 Paved road,HSG A 1,444 72 Woods/grass comb. Good,HSG C 788 98 Paved sidewalk,HSG A 1,444 100.00%Pervious Area 1,167 74 >75%Grass cover,Good,HSG C 436 98 Water Surface 0%imp,HSG C Tc Length Slope Velocity Capacity Description 5,775 93 Weighted Average (min) (feet) (fUft) (ft/sec) (cfs) 1,603 27.76%Pervious Area 5.0 Direct Entry, 4,172 72.24%Impervious Area Subcatchment DA2a:Woods Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Hydro graph 5.0 Direct Entry, 0.17- c a"eri 0.16 Subcatchment DA2:West Access Rd 0.,s __ , ------- YPg l"_?tt_ HydtOgr3ph 0.14- - - - - --- 0.12- fa Ipy/ - �i,444_s_. ri, am 01 RL-M-- Area. �y��e p� 4_ r' °o, - - Rtln'afUVo1 mte 0.011-trf- 10pYR Ra%nfalip7.h0'�, _ _ _ _ _ RunbiffrDebfh=3.91 A llioffiAreaJ5'7i75 sf Runo Val6rm6'0.0�69 of LL 0.06 ff " '_ _ L - 1- N`�2 _ Ru.noff,Depth_6.27" oa4 ' - . -- ---- - -� Tc-5,. njr� 0.03- - - - 002 , 0 0 2 4 6 8 10 12 14 16 1820 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 5B 60 62 64 66 68 70 72 Time(hours) 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 n 40 42 44 46 48 50 52 54 56 58 60 62 6466 68 70 72 Time(hours) 14077-PROP-141202 Type I1124-hr 100YR Rainfall=7.10" 14077-PROP-141202 Type///24-hr 100YR Rainfall=7.10" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD@O 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 137 HydroCAD@R 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 138 Summary for Subcatchment DAM West Access Rd Summary for Subcatchment DA3:Bldg 37 Runoff = 0.48 cfs @ 12.07 hrs, Volume= 0.036 af, Depth= 5.69" Runoff = 8.46 cfs @ 12.07 hrs, Volume= 0.690 af, Depth= 6.86" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Runoff by SOS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Type III 24-hr 100YR Rainfall=7.10" Type III 24-hr 100YR Rainfall=7.10" Area(sf) ON Description Area(sf) ON Description 1,571 98 Paved parking,HSG C 52,567 98 Roofs HSG C 164 98 Paved sidewalk,HSG C 52,567 100.00%Impervious Area 197 98 Water Surface,0%imp,HSG C 1,336 74 >75%Grass cover,Good HSG C Tc Length Slope Velocity Capacity Description 3,268 88 Weighted Average (min) (feet) (ft/ft) (f/sec) (cfs) 1,533 46.91%Pervious Area 5.0 Direct Entry, 1,735 53.09%Impervious Area Tc Length Slope Velocity Capacity Description Subcatchment DA3:Bldg 37 (min) (feet) (ft/ft) (ft/sec) (cfs) H+ydrogroph 5.0 Direct Entry, rTT r -r - ;- r Runoff TT Subcatchment DA2b:West Access Rd 9 B -, -� ' Type t yrorel1 -- - --- 1O�XR Rinl1= .90'� n Runen Runaff Area 52 567 sf 05 rs1 - - -- L -sf Type 111 2 -tr 6 Runoff VOIUMO 0 690 af 0.45 - m _ _ --- 100YF4 R�fnjall' 7 1-0"-. 5 . R�tnofI----- 6 8s" 0.4 ... y Runbif Ar6L-3,2;6$_s#__ LL 4 -Tc S,.Omin` 0.35 -- _ -- J �f3slnoffYoJLtM6:;0'026_ - - - -- -��-90- w °3 I Ruhbff D'ebth 5.697 3 ; 3 0.26 Tt = 6 rlir 2 e' 0.2 � i 0.15 _ _ __ Ago ; ., y - - --�-- 0 2 4 6 B 10 12 14 i 6 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 66 70 72 0.1- Time(hours) 0.05 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 5B 60 62 64 66 68 70 72 Time(hours) 14077-PROP-141202 Type///24-hr 100YR Rainfall=7.10" 14077-PROP-141202 Type 11124-hr 100YR Rainfall=7.10" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD@ 10 00 s/n 01445 92011 HydroCAD Software Solutions LLC Page 139 HydroCAD@ 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 140 Summary for Subcatchment DA3a:Parking 3 Summary for Subcatchment DA311b:Parking 3 Runoff = 2.78 cfs @ 12.07 hrs, Volume= 0.224 af, Depth= 6.74" Runoff = 2.34 cfs @ 12.07 hrs, Volume= 0.189 af, Depth= 6.74" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 his Type III 24-hr 100YR Rainfall=7.10" Type III 24-hr 100YR Rainfall=7.10" Area(sf) CN Description Area(sf) CN Description 14,663 98 Paved parking,HSG C 11,454 98 Paved parking,HSG C 1,203 98 Paved sidewalk,HSG C 1,500 98 Paved sidewalk,HSG C 1,030 98 Water Surface,0%imp,HSG C 1,322 98 Water Surface,0%imp,HSG C 466 74 >75%Grass cover,Good HSG C 344 74 >75%Grass cover,Good HSG C 17,362 97 Weighted Average 14,620 97 Weighted Average 1,496 8.62%Pervious Area 1,666 11.40%Pervious Area 15,866 91.38%Impervious Area 12,954 88.60%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) (min) (feet) (fUft) (f/sec) (cfs) 5.0 Direct Entry, 5.0 Direct Entry, Subcatchment DA3a:Parking 3 Subcatchment DA31b:Parking 3 Hyd1rogyrnph Hydropropn ft1 Runoff n Runoff 3 a rs�l '3.Sd 1' TYp'e,ll1 24-�tr, Type 111 24-�1r 1,ObYR!R;a%nfallr .h U'� 2_ IO� ;Rainfitl 7.h 'I 3ura4ff Area �Z�36 _sf_. Ft[ariaff Area 14620sf 2 RUirloff VOIUime=0,224 of Runoff VOID MO=dO 189 of Rtinoff:Depth-6,74't R�inoff jD'e�th=6.j74" 1A++ 3 6 e 1 0 2 4 6 8 10 12 14,6 18 20 22 24 26'A 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 46 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) Time(hours) 14077-PROP-141202 Type 11124-hr 100YR Rainfall=7.10" 14077-PROP-141202 Type///24-hr 100YR Rainfall=7.10" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADOO 10.00 s/n 01445 02011 Hydro CAD Software Solutions LLC Page 141 HydroCAD@e 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 142 Summary for Subcatchment DA4:Existing drive Summary for Subcatchment DA4a:East Parking/Ex Drive Runoff = 3.07 cfs @ 12.11 hrs, Volume= 0.246 af, Depth= 5.58" Runoff = 3.17 cfs @ 12.11 hrs, Volume= 0.257 af, Depth= 5.81" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Type III 24-hr 100YR Rainfall=7.10" Type III 24-hr 100YR Rainfall=7.10" Area(sf) CN Description Area(sf) CN Description 5,161 98 Paved road,HSG A 10,298 98 Paved parking,HSG A 4,810 98 Paved sidewalk,HSG A 153 98 Water Surface,HSG C 10,575 74 >75%Grass cover,Good,HSG C 2,479 98 Paved roads w/curbs&sewers,HSG C 2,481 98 Unconnected pavement HSG C 1,291 98 Unconnected pavement,HSG C 23,027 87 Weighted Average 8,933 74 >75%Grass cover,Good HSG C 10,575 45.92%Pervious Area 23,154 89 Weighted Average 12,452 54.08%Impervious Area 8,933 38.58%Pervious Area 2,481 19.92%Unconnected 14,221 61.42%Impervious Area To Length Slope Velocity Capacity Description 1,291 9.08%Unconnected (min) (feet) (ft/ft) (ft/sec) (cfs) Tc Length Slope Velocity Capacity Description 8.0 Direct Entry, (min) (feet) (ft/ft) (ft/sec) (cfs) Subcatchment DA4:Existing drive 8.0 Direct Entry, r�y�r� r�ph Subcatchment DA4a:East Parking/Ex Drive rq Runort Hydrograph 3 �Xpe III�'4-hr. I Tgpe;tll 24 f1r n eu 1,00YA R,�a nfall-7.1 0" 3 - Runoff Area_23;027sf 1',ObYI ',Ranall'p7.1 0', - RLM(Yff'1Vt�iu"t 0.246,af- Runoff AreaT23j1 4 sf 2 RgnofflDepth=5.58" Runoff Vo'Iume 0:257_gf_ 2-Runoff Depth=5.81' - ��'$� LL T�=g.tl mrr� ,- - - 6 0 2 4 6 B 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 6. 68 7.0 72 0 Time(hours) 0 2 4 6 8 1012 1416 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) 14077-PROP-141202 Type/1124-hr 100YR Rainfall=710" 14077-PROP-141202 Type 11124-hr 100YR Rainfa11=710" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD010.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Pane 143 HydroCADOO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Pace 144 Summary for Subcatchment DA4b:Acces Rd"A" Summary for Pond B101:Parking 1 Runoff = 0.32 cfs @ 12.07 hrs, Volume= 0.026 at, Depth= 6.86" Inflow Area= 0.391 ac, 48.28%Impervious, Inflow Depth= 5.35" for 100YR event Inflow = 2.40 cfs @ 12.07 hrs, Volume= 0.174 of Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-72.00 hrs,dt=0.05 hrs Outflow = 2.40 cfs @ 12.07 hrs, Volume= 0.174 at, Atten=0%, Lag=0.0 min Type III 24-hr 100YR Rainfall=7.10" Primary = 2.40 cfs @ 12.07 hrs, Volume= 0.174 of Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Area(sf) CN Description 1,162 98 Paved road,HSG A Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs 243 98 Paved sidewalk,HSG A Peak Elev=81.25'@ 12.07 hrs Surf.Area=434 sf Storage=2 cf 609 98 Water Surface,0%imp,HSG C 2,014 98 Weighted Average Plug-Flow detention time=0.0 min calculated for 0.174 of(100%of inflow) 609 30.24%Pervious Area Center-of-Mass det.time=0.0 min(793.7-793.7) 1,405 69.76%Impervious Area Volume Invert Avail.Storage Storage Description To Length Slope Velocity Capacity Description #1 81.25' 841 of Custom Stage Data(Prismatic)Listed below(Recalc) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) Subcatchment DA4b:Acces Rd"A" 81.25 432 0 0 82.00 776 453 453 FlYelrrgrnph 82.50 776 388 841 0.36 _ ____ _ _ oaa Device Routing Invert Outlet Devices r1 0.32 �' pe�tl� _ #1 Primary 76.91' 12.0" Round Culvert oa 1 L=5.0' CPP,end-section conforming to fill, Ke=0.500 }, -, - 0.28. _ _ _ 0VX R11�n a'f-I��®�I Inlet/Outlet Invert=76.91'/76.78' S=0.0260 7' Cc=0.900 0.26- Runoff Are _2,0141 S n=0.012, Flow Area=0.79 sf o.za #2 Device 1 79.20 = .600 24.0"Horiz.Orifice/Grate C 0 Runoff Volume 0 026 of Limited to weir flow at low heads 0.22 #3 Device 1 79.12' 4.0" Round Culvert r °2 Ruhbff D,e�b#h 6.86" L=43.0' CPP,projecting,no headwall, Ke=0.900 o 0.16 Inlet/Outlet Invert=79.12'/78.91' S=0.0049/' Cc=0.900 0.160 �J -min n=0.010 PVC,smooth interior, Flow Area=0.09sf °•14 C =�8..... #4 Device 3 81.25' 2,470 in/hr Exfiltration over Surface area 0.iz - - #5 Secondary 82.00' 5.0'long x 3.0'breadth Broad-Crested Rectangular Weir 0-1 Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0.0 2.50 3.00 3.50 4.00 4.50 o.o6 _ _ Coef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 0.0a-_-' ,, . -'-'-�-`--'-�-i- -`-----'-_-` 272281 292 2.97 3.07 3.32 0.02 °- a. Prima OutFlow Max= . cfs @ 12.07 hrs HW= . e 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Primary 741 8125' Free Discharge) g ) Time(hours) �1=Culvert (Inlet Controls 7.41 cfs @ 9.44 fps) T-2=Orifice/Grate (Passes<21.68 cfs potential flow) 3=Culvert (Passes<0.43 cfs potential flow) t 4=Exfiltration (Passes<0.02 cfs potential flow) econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=81.25' (Free Discharge) =Broad-Crested Rectangular Weir (Controls 0.00 cfs) 14077-PROP-141202 Type 11124-hr 100YR Rainfall=7.10" 14077-PROP-141202 Type 11124-hr 100YR Rainfall=710" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADO 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Pace 145 HydroCADO 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 146 Pond BI01:Parking 1 Summary for Pond 13IO2:Parking 2 Hydrograph Inflow Area= 0.067 ac, 76.60%Impervious, Inflow Depth= 6.15" for 100YR event 13 irfbw Inflow = 0.45 cfs @ 12.07 hrs, Volume= 0.034 of y Pu Outflow 0.45 cfs @ 12.07 hrs, Volume= 0.034 at, Atten=0%, Lag=0.0 min infbow Area 391 ac o, Seconds Primary = 0.01 cfs @ 12.07 hrs, Volume= 0.000 of Reak, ����8� �+� Secondary= 0.44 cfs @ 12.07 hrs, Volume= 0.034 of S1tOrage-2',cf; Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs 2-Peak Elev=83,67'@ 12.07 hrs Surf.Area=94 sf Storage=0 cf Plug-Flow detention time=0.0 min calculated for 0.034 of(100%of inflow) -'- , T-r ---- Center-of-Mass det.time=0.0 min(771.4-771.4) 3 Volume Invert Avail.Storage Storage Description LL #1 83.67' 172 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sg-ft) (cubic-feet) (cubic-feet) s YN 83.67 94 0 0 84.00 235 54 54 84.50 235 118 172 0 2 4 6 E 70 1214 7 6 18 20 22 24 26 28 30 32 3436 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 66 70 72 Time(hours) Device Routing Invert Outlet Devices #1 Primary 76.91' 12.0" Round Culvert L=5.0' CPP,end-section conforming to fill, Ke=0.500 Inlet/Outlet Invert=76.91'/76.78' S=0.0260'/' Cc=0.900 n=0.012, Flow Area=0.79 sf #2 Device 1 83.50' 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 77.26' 4.0" Round Culvert L=50.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=77.26'/77.01' S=0.0050'/' Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf #4 Device 3 83.67' 2.470 in/hr Exfiltration over Surface area #5 Secondary 79.80' 5.0'long x 3.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2,72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=1.45 cfs @ 12.07 hrs HW=83.67' (Free Discharge) t--1=Culvert (Passes 1.45 cfs of 9.46 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.44 cfs @ 1.35 fps) 1 3=Culvert (Passes 0.01 cfs of 0.72 cfs potential flow) t 4=Exfiltration (Exfiltration Controls 0.01 cfs) econdary OutFlow Max=115.87 cfs @ 12.07 hrs HW=83.67' (Free Discharge) =Broad-Crested Rectangular Weir (Weir Controls 115.87 cfs @ 5.99 fps) 14077-PROP-141202 Type 11124-hr 100YR Rainfall=7.10" 14077-PROP-141202 Type///24-hr 100YR Rainfall=7.10" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADOO 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Paae 147 HydroCADO 10.00 s/n 01445©2011 HydroCAD Software Solutions LLC Page 148 Pond B102:Parking 2 Summary for Pond B103:Access Rd"A" Hydrugroph Inflow Area= 0.077 ac,100.00%Impervious, Inflow Depth= 6,86" for 100YR event mnew Inflow = 0.54 cfs @ 12.07 hrs, Volume= 0.044 of ❑oumow Outflow = 0.53 cfs @ 12.09 hrs, Volume= 0.044 af, Atten=2%, Lag=1.4 min 0.5.. Ar1f1OW drew®Q67 aC' see o" Primary = 0.53 cfs @ 12.09 hrs, Volume= 0.044 of ` Peak�I'eL83 6 ',_ Secondary= 0.00 cfs @ 12.10 hrs, Volume= 0.000 of 0.45 i o.a3; �fOY �@=��_�_ Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs i, Peak Elev=85.11'@ 12.09 hrs Surf.Area=563 sf Storage=188 cf 0.35 Plug-Flow detention time=19.3 min calculated for 0.044 of(100%of inflow) S 03 r Center-of-Mass det.time=19.3 min(761.2-741.8) t o.zs j ; � Volume Invert Avail.Storage Storage Description 0.2 #1 84.78' 282 cf Custom Stage Data(Prismatic)Listed below(Recalc) 0.15 k -- -- -- ---T i F - _-- Elevation Surf.Area Inc.Store Cum.Store 0,1 P (feet) (sq-ft) (cubic-feet) (cubic-feet) 0 os f E 84.78 563 0 0 85.11 563 186 186 0 .ur "f ._: ..r x ,. ..5k 85.28 563 96 282 0 2 4 6 8 1012141618202224262830323436384042444648505254565860626466687072 Time(hours) Device Routing Invert Outlet Devices #1 Primary 81.22' 12.0" Round Culvert L=52.0' CPP,end-section conforming to fill, Ke=0.500 Inlet/Outlet Invert=81.22'/80.96' S=0.0050 7' Cc=0.900 n=0.012, Flow Area=0.79 sf #2 Device 1 85.03' 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 81.65' 4.0" Round Culvert L=67.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=81.65'/81.32' S=0.0049'/' Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf #4 Device 3 84.78' 2.470 in/hr Exfiltration over Surface area #5 Secondary 85.11' 5.0'long x 3.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.52 cfs @ 12.09 hrs HW=85.11' (Free Discharge) t1=Culvert (Passes 0.52 cfs of 6.58 cfs potential flow) 12=Orifice/Grate (Weir Controls 0.48 cfs @ 0.94 fps) 3=Culvert (Passes 0.03 cfs of 0.48 cfs potential flow) L-4=Exfiltration (Exfiltration Controls 0.03 cfs) econdary OutFlow Max=0.00 cfs @ 12.10 hrs HW=85.11' (Free Discharge) 1_ -Crested Rectangular Weir (Weir Controls 0.00 cfs @ 0.13 fps) 14077-PROP-141202 Type 11124-hr 100YR Rainfall=7.10" 14077-PROP-141202 Type///24-hr 100YR Rainfall=7.10" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 149 HydroCADOO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 150 Pond B103:Access Rd"A" Summary for Pond B104:North Parking Hydrograph Inflow Area= 0.166 ac, 57.79%Impervious, Inflow Depth= 5.80" for 100YR event ,. .. ®i 1i w Inflow = 1.05 cfs @ 12.07 hrs, Volume= 0.080 of o niow Outflow 1.05 cfs @ 12.08 hrs, Volume= 0.08D af, Atten=I%, La 0.6 min - Inflow;Aie'a'--O" aC- P mart 9= 0.6 °' o se ondary Primary _ 1.05 cfs @ 12.08 hrs, Volume 0.080 of Secondary 0.00 cfs @ 0.00 hrs, Volume= 0.000 of 0.55 Peak-E12V=$5 11' y= o s f $fOP01�0^1-$$dl Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs 0.45 Peak Elev=79.63'@ 12.08 hrs Surf.Area=310 sf Storage=147 cf o.a Plug-Flow detention time=30.9 min calculated for 0.080 of(100%of inflow) „0a5. Center-of-Mass det.time=30.9 min(806.2-775.2) S ................... --_ _ 0 0.25- -_ Volume Invert Avail.Storage Storage Description a 0.2 #1 79.00' 277 cf Custom Stage Data(Prismatic)Listed below(Recalc) 0.15 Elevation Surf.Area Inc.Store Cum.Store 01 (feet) (sq-ft) (cubic-feet) (cubic-feet) ✓ „ 79.00 154 0 0 o.0s 80.00 400 277 277 o- 0 2 4 6 8 1012141618202224262830323436384042444648505254565860626465687072 Time(hours) Device Routing Invert Outlet Devices #1 Primary 76.14' 12.0" Round Culvert L=22.0' CPP,end-section conforming to fill, Ke=0.500 Inlet/Outlet Invert=76.14'/76.03' S=0.0050'/' Cc=0.900 n=0.012, Flow Area=0.79 sf #2 Device 1 79.53, 36.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 76.41' 4.0" Round Culvert L=37.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=76.41'/76.24' S=0.0046? Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf #4 Device 3 79.00, 2.470 in/hr Exfiltration over Surface area #5 Secondary 79.70' 3.0'long x 3.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=1.01 cfs @ 12.08 hrs HW=79.63' (Free Discharge) t- =Culvert (Passes 1.01 cfs of 6.54 cfs potential flow) 2_Orifice/Grate (Weir Controls 1.00 cfs @ 1.04 fps) LLLLLL Culvert (Passes 0.02 cfs of 0.55 cfs potential flow) -Exfiltration (Exfiltration Controls 0.02 cfs) Secondary OutFlow, Max=0.00 cfs @ 0.00 hrs HW=79.00' (Free Discharge) "t 5=Broad-Crested Rectangular Weir (Controls 0.00 cfs) 14077-PROP-141202 Type 11124-hr 100YR Rainfall=7.10" 14077-PROP-141202 Type 11124-hr 100YR Rainfall=7.10" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADOO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Pace 151 HydroCAN 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Pace 152 Pond 13104:North Parking Summary for Pond B105:Parking 3 klydv�grnptl Inflow Area= 0.399 ac, 91.38%Impervious, Inflow Depth= 6.77" for 100YR event 11 In,,ow Inflow = 2.89 cfs @ 12.07 hrs, Volume= 0.225 of t 1 ❑o niow Outflow = 2.87 cfs @ 12.09 hrs, Volume= 0.225 af, Atten=1%, Lag=1.0 min 6fiew Area O h 6Gac n P unary Ir sec"awry Primary = 2.60 cfs @ 12.09 hrs, Volume= 0.222 of Peak EIeV'79.�3" Secondary= 0.27 cfs @ 12.09 hrs, Volume= 0.002 of Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs 8t066e-_10,cf Peak Elev=79.98'@ 12.09 hrs Surf.Area=904 sf Storage=451 cf Plug-Flow detention time=18.2 min calculated for 0.225 of(100%of inflow) Center-of-Mass det.time=18.2 min(766.3-748.1) Volume Invert Avail.Storage Storage Description #1 79.48' 470 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 79.48 904 0 0 I'd//✓tfll // ///mil'//.��/ 80.00 904 470 470 0 2 4 6 8 1012141618202224262830323436384042444648505254565860626466687072 Device Routing Invert Outlet Devices Time(hours) #1 Primary 76.68' 12.0" Round Culvert L=21.0' CPP,end-section conforming to fill, Ke=0.500 Inlet/Outlet Invert=76.68'/76.58' S=0.0048'/' Cc=0.900 n=0.012, Flow Area=0.79 sf #2 Device 1 79.73' 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 77.03' 4.0" Round Culvert L=50.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=77.03'/76.78' S=0.0050'/' Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf #4 Device 3 77.20' 0.5"Vert.Orifice/Grate X 240.00 C=0.600 #5 Device 4 79.48' 2.470 in/hr Exfiltration over Surface area #6 Secondary 79.90' 5.0'long x 3.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2,68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=2.54 cfs @ 12.09 hrs HW=79.98' (Free Discharge) t-1=Culvert (Passes 2.54 cfs of 6.32 cfs potential flow) t2=Orifice/Grate (Weir Controls 2.49 cfs @ 1.62 fps) 3=Culvert (Passes 0.05 cfs of 0.49 cfs potential flow) t-4=Orifice/Grate (Passes 0.05 cfs of 2.62 cfs potential flow) t_5=Exfiltration (Exfiltration Controls 0.05 cfs) Secondary OutFlow Max=0.25 cfs @ 12.09 hrs HW=79.98' (Free Discharge) t-6=Broad-Crested Rectangular Weir (Weir Controls 0.25 cfs @ 0.67 fps) 14077-PROP-141202 Type 11124-hr 100YR Rainfall=7.10" 14077-PROP-141202 Type 11124-hr 100YR Rainfall=7.10" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD Ap 10.00 s/n 01445 @ 2011 HVdroCAD Software Solutions LLC Page 153 HydroCADOO 10.00 s/n 01445 @ 2011 HVdroCAD Software Solutions LLC Page 154 Pond B105:Parking 3 Summary for Pond B106:Parking 3 Hydrograph j Inflow Area= 0.336 ac, 88.60%Impervious, Inflow Depth= 6.74" for 100YR event - ®nnow Inflow = 2.34 cfs @ 12.07 hrs, Volume= 0.189 of a oomiow Outflow = 2.30 cfs @ 12.09 hrs, Volume= 0.189 af, Atten=2%, La 1.4 min 2. dnfiow Area 0 399 a,c Z Primary _ g= Secondary Primary - 2.17 cfs @ 12.09 hrs, Volume= 0.188 of 3 ;Peal, 1e�=79�sr' Secondary= 0.13 cfs @ 12.09 hrs, Volume= 0.001 of so - tfpy 64484 Ef Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Peak Elev=79.95'@ 12.09 hrs Surf.Area=1,099 sf Storage=515 cf 2- Plug-Flow detention time=19.5 min calculated for 0.188 of(100%of inflow) Center-of-Mass det.time=19.5 min(767.7-748.2) Volume Invert Avail.Storage Storage Description #1 79.48' 571 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) „a% -'`_'' lr✓ :m�i'''� l� :^:,� / �,,r .1.,'' 79.48 1,099 0 0 , 80.00 1,099 571 571 o- 0 2 4 6 8 1012141618202224262830TIme3hourSO424a46 48 50 52 54 56 58 6062 64 66 68 70 72 Device Routing Invert Outlet Devices #1 Primary 77.01' 12.0" Round Culvert L=5.0' CPP,end-section conforming to fill, Ke=0.500 Inlet/Outlet Invert=77.01'/76.98' S=0.0060 7' Cc=0.900 n=0.012, Flow Area=0.79 sf #2 Device 1 79.73, 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 77.36' 4.0" Round Culvert L=50.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=77.36'/77.11' S=0.0050'/' Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf #4 Device 3 77.46, 0.5"Vert.Orifice/Grate X 240.00 C=0.600 #5 Device 4 79.48' 2.470 in/hr Exfiltration over Surface area #6 Secondary 79.90' 5.0'long x 3.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=2.14 cfs @ 12.09 hrs HW=79.95' (Free Discharge) L1=Culvert (Passes 2.14 cfs of 5.90 cfs potential flow) 2=Orifice/Grate (Weir Controls 2.07 cfs @ 1.52 fps) h 3=Culvert (Passes 0.06 cfs of 0.46 cfs potential flow) 1=4=Orifice/Grate (Passes 0.06 cfs of 2.47 cfs potential flow) ,t__5=Exfiltration (Exfiltration Controls 0.06 cfs) Secondary OutFlow Max=0.12 cfs @ 12.09 hrs HW=79.95' (Free Discharge) t--6=Broad-Crested Rectangular Weir (Weir Controls 0.12 cfs @ 0.53 fps) 14077-PROP-141202 Type 11124-hr 100YR Rainfall=7.10" 14077-PROP-141202 Type 11124-hr 100YR Rainfall=710" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD fl@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 155 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 156 Pond B106:Parking 3 Summary for Pond 13I07:North Parking Hydrograph Inflow Area= 0.046 ac, 69.76%Impervious, Inflow Depth= 6.86" for 100YR event E meow Inflow = 0.32 cfs @ 12.07 hrs, Volume= 0.026 of z3 ounow Outflow = 0.32 cfs @ 12.08 hrs, Volume= 0.026 af, Atten=1%, Lag=0.7 min z is 0Primary = Inf�dw Areay0 336 aC M secondary Primary 0.32 cfs @ 12.08 hrs, Volume= 0.026 of Peaak E�2�1s79.�5r; Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of tbYage� 115��f Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs 2-' Peak Elev=79.56'@ 12.08 hrs Surf.Area=203 sf Storage=57 of Plug-Flow detention time=16.6 min calculated for 0,026 of(100%of inflow) Center-of-Mass det.time=16.6 min(758.4-741.8) Volume Invert Avail.Storage Storage Description LL 1 #1 79.28' 146 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) o.laoi: / 79.28 203 0 0 80.00 203 146 146 o '. .r t�rarer; 0 2 4 6 8 1012141618202224262830323436384042444648505254565860626466687072 Device Routing Invert Outlet Devices Time(hours) #1 Primary 76.98' 12.0" Round Culvert L=5.0' CPP,end-section conforming to fill, Ke=0.500 Inlet/Outlet Invert=76.97'/76.98' S=-0.0020 7' Cc=0.900 n=0.012, Flow Area=0.79 sf #2 Device 1 79.50' 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 77.13' 4.0" Round Culvert L=11.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=77.13'/77.07' S=0.0055'/' Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf #4 Device 3 77.25' 0.5"Vert.Orifice/Grate X 240.00 C=0.600 #5 Device 4 79.28' 2.470 in/hr Exfiltration over Surface area #6 Secondary 79.90' 5.0'long x 3.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.31 cfs @ 12.08 hrs HW=79.56' (Free Discharge) `�--1=Culvert (Passes 0.31 cfs of 5.45 cfs potential flow) �-2=Orifice/Grate (Weir Controls 0.30 cfs @ 0.80 fps) 3=Culvert (Passes 0.01 cfs of 0.50 cfs potential flow) 1 4=Orifice/Grate (Passes 0.01 cfs of 2.38 cfs potential flow) t-5=Exfiltration (Exfiltration Controls 0.01 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=79.28' (Free Discharge) 't 6=Broad-Crested Rectangular Weir (Controls 0.00 cfs) 14077-PROP-141202 Type 1II24-hr 100YR Rainfall=7.10" 14077-PROP-141202 Type 11124-hr 100YR Rainfall=7.10" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD010.00 s/n 01445 02011 HydroCAD Software Solutions LLC Page 157 HydroCADO 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 158 Pond 13107:North Parking Summary for Pond 8108:Buffer Hydrograph Inflow Area- 0.075 ac, 53.09%Impervious, Inflow Depth- 5.69" for 100YR event - ®i now Inflow - 0.48 cfs @ 12.07 hrs, Volume= 0.036 of - D°fflow Outflow = 0.48 cfs @ 12.08 hrs, Volume= 0.036 at, Atten=1%, Lag=0.5 min imery 036 at�#low�lttr��ea�-0-046 aer 0 secondary Primary = 0.48 cfs @ 12.08 hrs, Volume= 0.036 of 0.34- ' z o �R@fl E'GN 1r.79 56..- Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of 0.32 ' °'3 _ _ Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs 0 .23 Peak Elev=79.31'@ 12.08 hrs Surf.Area=189 sf Storage=40of 0.26 aza - - - - - - Plug-Flow detention time=13.6 min calculated for 0.036 of(100%of inflow) ooa Center-of-Mass det.time=13.6 min(798.5-785.0) 0.18 a 0.1s Volume Invert Avail.Storage Storage Description 0.14 #1 79.03' 250 of Custom Stage Data(Prismatic)Listed below(Recalc) 0.12 °1 _ Elevation Surf.Area Inc.Store Cum.Store 0 08 ' 0.06-" (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.04 79.03 93 0 0 80.00 423 250 250 o- 0 2 4 6 8 1012141618202224262830323436384042444648505254565860626466687072 Time(hours) Device RoutingInvert Outlet Devices #1 Primary 76.60' 12.0" Round Culvert L=4.0' CPP,end-section conforming to fill, Ke=0.500 Inlet/Outlet Invert=76.60'/76.58' S=0.0050'/' Cc=0.900 n=0.012, Flow Area=0.79 sf #2 Device 1 79,25, 36.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 76.74' 4.0" Round Culvert L=27.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=76.74'/76.60' S=0.0052'/' Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf #4 Device 3 79.03, 2.470 in/hr Exfiltration over Surface area #5 Secondary 7MY 3.0'long x 3.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.46 cfs @ 12.08 hrs HW=79.31' (Free Discharge) t=Culvert (Passes 0.46 cfs of 5,62 cfs potential flow) t2_Orifice/Grate (Weir Controls 0.45 cfs @ 0,80 fps) Culvert (Passes 0.01 cfs of 0.51 cfs potential flow) =Exfiltration (Exfiltration Controls 0.01 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 his HW=79.03' (Free Discharge) Z-5=Broad-Crested Rectangular Weir (Controls 0.00 cfs) 14077-PROP-141202 Type 11124-hr 100YR Rainfall=7.10" 14077-PROP-141202 Type///24-hr 100YR Rainfall=7.10" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADOa 10.00 s/n 01445 @ 2011 Hydro CAD Software Solutions LLC Page 159 HydroCADO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 160 Pond B108:Buffer Summary for Pond MAN1:Manifold Hydrograph Inflow Area= 0.727 ac, 58.79%Impervious, Inflow Depth= 5.12" for 100YR event ff m,low Inflow = 4.12 cfs @ 12.08 hrs, Volume= 0.310 of o }t L y ❑o mow Outflow = 4.12 cfs @ 12.08 hrs, Volume= 0.309 af, Atten=0%, Lag=0.0 min �°sa lrrfiOw Area_0:075 aC °"Im rdary Primary = 4.12 cfs @ 12.08 hrs, Volume= 0.309 of °5 Peakie�r9 31r Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 his/3 0.45 - __ Stdra 6tiAadt Peak Elev=79.85'@ 12.08 hrs Surf.Area=0.000 ac Storage=0.001 of 0.4 -- - --- - -- -- Plug-Flow detention time=2.5 min calculated for 0.309 of(100%of inflow) 0.35 = Center of Mass det time 1 3 mi 87 8 786_ n(7 - 5) 0.3 - -- Volume Invert Avail.Storage Storage Description w 0.25 #1 78.00' 0.001 of 24.0"D x 105L Pipe Storage 0.2- T-- -T- i- -- - - -- -- Device Routing Invert Outlet Devices o.1s ; r ( , , r , r #1 Primary 79.33' 8.0" Round Culvert X 12.00 0.1. " L=28.5' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=79.33'/79.33' S=0.0000 7' Cc=0.900 0 05 r 7 n=0.013 Corrugated PE,smooth interior, Flow Area=0.35 sf 0 `�4+f�9✓'Alxy^�'*�",a'N,#`�`r���� dt`+.`�J�yV d r ,A 4' �� .,S" �: 0 2 4 6 8 101214161820222426283032343638404244464B50 52 54 56 58 60 62 64 66 68 70 72 PrimaryOutFl M3.99 cfs 12.08 hrs HW=79.84' Free Discharge) L1=Culvert (Barrel Controls 3.99 cfs @ 1.59 fps) Pond MAN11:Manifold Hydrograph 4.1 ...-i InflOw'Area d 727 ac 4-Peak E1eV=10.8W Stb - <, r`age, 0.001 af 3 i0�(jre' _ kROUnd Culuert�x 12.00- r 2 Ii-4.013 S 010000 T, 0 0 2 4 6 8 1012 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) 14077-PROP-141202 Type/1124-hr 100YR Rainfall=7.10" 14077-PROP-141202 Type 111 24-hr 100YR Rainfall=7.10" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCADOO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 161 HydroCADOO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 162 Summary for Pond Pi:Detention Basin Pond P1:Detention Basin Inflow Area= 1.207 ac,100.00%Impervious, Inflow Depth= 6.86" for 100YR event Nydrocgraph Inflow = 8.46 cfs @ 12.07 hrs, Volume= 0.690 of J 1 Outflow = 5.63 cfs @ 12.16 hrs, Volume= 0.690 af, Atten=33%, Lag=5.5 min e a s � '� ®Primary Primary = 5.63 cfs @ 12.16 hrs, Volume= 0.690 of � � 207 t0- ; , Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs 6 (" If?eak`E'fw- $.,64r` Peak Elev=78.64'@ 12.16 his Su f.Area=3,885 sf Storage=2,359 cf Plug-Flow detention time=2.4 min calculated for 0.689 of(100%of inflow) s 18;.(���!_ Center-of-Mass det.time=2.4 min(744.2-741.8) y "" j - Rbuhd b61v'ert Volume Invert Avail.Storage Storage Descriptionr- #1 78.00' 13,334 cf Custom Stage Data(Prismatic)Listed below(Recalc) 4 x __ 1��0121_ Elevation Surf.Area Inc.Store Cum.Store (feet) (sg-ft) (cubic-feet) (cubic-feet) ;S=bj0043 '/1; 2 78.00 3,470 0 0 - 80.00 4,763 8,233 8,233 81.00 5,438 5,101 13,334 . Device Routing Invert Outlet Devices 0 2 4 6 8101214 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 #1 Primary 77.22' 18.0" Round Culvert Time(hours) L=58.0' RCP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=77.22'/76.97' S=0.0043'/' Cc=0.900 n=0.012 Concrete pipe,finished, Flow Area=1.77 sf Primary OutFlow Max=5.58 cfs @ 12.16 hrs HW=78.63' (Free Discharge) L1=Culvert (Barrel Controls 5.58 cfs @ 4.18 fps) 14077-PROP-141202 Type 11124-hr 100YR Rainfall=710" 14077-PROP-141202 Type///24-hr 100YR Rainfall=710" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD010.00 s/n 01445 02011 HydroCAD Software Solutions LLC Page 163 HydroCADOO 10.00 s/n 01445 O 2011 HydroCAD Software Solutions LLC Page 164 Summary for Pond SPi:Mill Pond Summary for Pond SP1a:15"Outlet Inflow Area= 4.015 ac, 76.61%Impervious, Inflow Depth= 6.13" for 100YR event Inflow Area= 0.727 ac, 58.79%Impervious, Inflow Depth= 5.03" for 100YR event Inflow = 18.71 cfs @ 12.11 hrs, Volume= 2.052 of Inflow = 0.56 cfs @ 12.61 hrs, Volume= 0.305 of Primary = 18.71 cfs @ 12.11 hrs, Volume= 2.052 af, Atten=0%, Lag=0.0 min Primary = 0.56 cfs @ 12.61 hrs, Volume= 0.305 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Pond SPi:Mill Pond Pond SPia:15"Outlet Hydrograph Hydrograph ®Inflow 20 0 Prima Jt ry 0.6 s _ Inf[ Are ,OIfi��c,- _ - I4fib*,Area- Oa727a�c,�_ 18 - - 0.5 � 16- - - - - -- -, rrr - r rr „ r - -- 13- _ _ _ __ _ 04 7 - r r r -i r- -. , r - r r , y t2 ,1 - - -i �_ __ _ 3 0.3 ___ ____ ___ ___ ' — i LL B - ,. ,_ r 1 LL i i L 7. __ _ _ __ __ ___ __ _ 0.2 6 5 +F„ ' r-r r-i r- r 4 3 0.1 0.05 1 0 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 6052 54 56 58 60 62 64 66 68 70 72 Time(hours) Time(hours) 14077-PROP-141202 Type 11124-hr 100YR Rainfall=7.10" 14077-PROP-141202 Type///24-hr 100YR Rainfall=710" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD@ 10.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Page 165 HydroCAD®10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 166 Summary for Pond SPi b:18"Outlet Summary for Pond SPi c:18"Outlet Inflow Area= 0.975 ac, 81.77%Impervious, Inflow Depth= 6.47" for 100YR event Inflow Area= 1.207 ac,100.00%Impervious, Inflow Depth= 6.86" for 100YR event Inflow = 6.29 cfs @ 12.09 hrs, Volume= 0.526 of Inflow = 5.63 cfs @ 12.16 his, Volume= 0.690 of Primary = 6.29 cfs @ 12.09 hrs, Volume= 0.526 af, Atten=0%, Lag=0.0 min Primary = 5.63 cfs @ 12.16 hrs, Volume= 0.690 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Pond SP1b:18"Outlet Pond SP1c:18"Outlet Hydrograph Hydrograph 7 ®Inflow &3 Primary �nn- s� Irr41- i reap 75 Vic`- 6 " s Ir1fldvu area 1�2p ace_ 6 4 .'^. - - 0 _ j I Li r 3 3 3-.' .; LL 3 i S 0 2 2 r� -�-r r -r- 0 0 � 0 2 4 6 B 10 12 14 16 18 20 22 24 26 28 3032 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 0 2 4 6 8 10 12 14 16 18 20 22 24 26 2B 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 56 6870 72 Time(hours) Time(hours) 14077-PROP-141202 Type 11124-hr 100YR Rainfall=7.10" 14077-PROP-141202 Type 11124-hr 100YR Rainfall=7.10" Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD@ 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Page 167 HydroCADO 10.00 s/n 01445 @ 2011 HydroCAD Software Solutions LLC Pace 168 Summary for Pond SPid:15"Culvert Outlet Summary for Pond URC1:URC1 Inflow Area= 1.106 ac, 58.26%Impervious, Inflow Depth= 5.74" for 100YR event Inflow Area= 0.727 ac, 58.79%Impervious, Inflow Depth= 5.11" for 100YR event Inflow = 6.55 cfs @ 12.11 hrs, Volume= 0.529 of Inflow = 4.12 cfs @ 12.08 hrs, Volume= 0.309 of Primary = 6.55 cfs @ 12.11 hrs, Volume= 0.529 af, Atten=0%, Lag=0.0 min Outflow = 0.56 cfs @ 12.61 hrs, Volume= 0.305 af, Atten=86%, Lag=31.9 min Primary = 0.56 cfs @ 12.61 hrs, Volume= 0.305 of Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Routing by Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.05 hrs Pond SPid:15"Culvert Outlet Peak Elev=81.47'@ 12.61 hrs Surf.Area=2,837 sf Storage=6,109 cf Hydrograph Plug-Flow detention time=163.8 min calculated for 0.305 of(98%of inflow) ®i iew 0Primary Center-of-Mass det.time=155.8 min(943.6-787.8) 7 sss oi: ' Volume Invert Avail.Storage Storage Description Ftf�01�V APC'& 1��pac #1A 77.96' 3,688 cf 91.75'W x 30.921 x 4.50'H Field A 6 12,765 cf Overall-3,545 cf Embedded=9,220 cf x 40.0%Voids #2A 78.96' 3,545 cf StormTech SC-740 x 76 Inside#1 5- Effective Size=44.6"W x 30.0"H=>6.45 sf x 7.121=45.9 cf Overall Size=51.0"Wx30.0"Hx7.56'L with 0.44'Overlap Row Length Adjustment=+0.44'x 6.45 sf x 19 rows 4 7,233 cf Total Available Storage 3 Storage Group A created with Chamber Wizard 2- Device Routing Invert Outlet Devices #1 Device 2 78.46' 6.0" Round Culvert L=5.0' CPP,projecting,no headwall, Ke=0.900 r Inlet/Outlet Invert=78.46'/78.46' S=0.0000'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.20 sf 6 #2 Primary 78.85, 3.0"Vert.Orifice/Grate C=0.600 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 #3 Primary 78.13' 2.0"Vert.Orifice/Grate C=0.600 Time(hours) #4 Device 3 77.96' 4.0" Round Culvert L=84.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=77.96'/77.54' S=0.0050'/' Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.09 sf Primary OutFlow Max=0.56 cfs @ 12.61 hrs HW=81.47' (Free Discharge) �2=Orifice/Grate (Orifice Controls 0.37 cfs @ 7.60 fps) Z1=Culvert (Passes 0.37 cfs of 1.21 cfs potential flow) 3=Orifice/Grate (Orifice Controls 0.19 cfs @ 8.69 fps) t-4=Culvert (Passes 0.19 cfs of 0.44 cfs potential flow) 14077-PROP-141202 Type 11124-hr 100YR Rainfall=7.10" 14077-PROP-141202 Type 11124-hr 100YR Rainfall=7.10" Prepared by Horsley Witten Group,Inc. Printed 1 2/212 0 1 4 Prepared by Horsley Witten Group,Inc. Printed 12/2/2014 HydroCAD a010.00 s/n 01445 ©2011 HydroCAD Software Solutions LLC Paoe 169 HydroCADCO 10.00 s/n 01445©2011 HydroCAD Software Solutions LLC Page 170 Pond URC1:URC1-Chamber Wizard Field A Pond URC1:URC1 Chamber Model=StormTech SC-740 Hydrograph Effective Size=44.6"W x 30.0"H=>6.45 sf x 7.12'L=45.9 cf ®mfiow Overall Size=51.0"W x 30.0"H x 7.56'L with 0.44'Overly o Pr"ary p Row Length Adjustment=+0.44'x 6.45 sf x 19 rows 4 tltiftldw/area-p,7R7 aC 51.0"Wide+6.0"Spacing=57.0"C-C Row Spacing 10ea'k' 'eVi`81.47ri 4 Chambers/Row x 7.12'Long+0.44'Row Adjustment=28.92'Row Length+12.0"End Stone x 2=30.92' 3_.� - - istorage_5, 09 cf'i Base Length 19 Rows x 51.0"Wide+6.0"Spacing x 1 B+12.0"Side Stone x 2=91.75'Base Width 12.0"Base+30.0"Chamber Height+12.0"Cover=4.50'Field Height a E 2 76 Chambers x 45.9 cf +0.44'Row Adjustment x 6.45 sf x 19 Rows=3,545.2 cf Chamber Storage 12,765.4 cf Field-3,545.2 cf Chambers=9,220.2 cf Stone x 40.0%Voids=3,688.1 cf Stone Storage Stone+Chamber Storage=7,233.3 cf=0.166 of Overall Storage Efficiency=56.7 o 76 Chambers - 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time(hours) 472.8 cy Field 341.5 cy Stone 771,11111 t> t t t t t t F t S 5 tt i t 5 1 1 t i 2 t t a 1 et14� t')"N 11 $? 11 1 1. ,i„l spit c� i tt t Sat tt- t 4 t i 1 t ty ? } �2 2 t t?1j r #- tt`kitttt 1- t `tV1� ,tttt t}t ' t tt t to 4 J t } t ti ZY`•k P 1 ,` t t' t n L.t �. it ttt et., t�t 2i. i �. Appendix C U .S. Rainfall Frequency Atlas i F-1. Rainfall Data for Massachusetts from Rainfall Frequency Atlas of the United States (TP-40) ■ Users of this Handbook should note that current MA DEP written guidance (see DEP Waterlines newsletter--Fall 2000)requires the use of TP-40 Rainfall Data for calculations under the Wetlands Protection Regulations and the Stormwater Management Policy. More stringent design storms may be used under a local bylaw or ordinance. However,DEP will continue to require the use of TP-40 in any case it reviews under the Wetlands Protection Act and Stormwater Management Policy. Adjusted Technical Paper 40 Design Storms for 24-hour Event by County County Nam2 1-yr 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 24-hr 24-hr 24-hr 24-hr 24-hr 24-hr 24-hr Barnstable 2.5 3.6 4.5 4.8 5.7 6.4 7.1 Berkshire 2.5 2.9 3.8 4.4 5.1 5.9 6.4 Bristol 2.5 3.4 4.3 4.8 5.6 6.3 7.0 Dukes 2.5 3.6 4.6 4.9 5.8 6.5 7.2 Essex 2.5 3.1 3.9 4.5 5.4 5.9' 6.5 Franklin 2.5 2.9 3.8 4.3 5.1 5.8 6.2 Hampden 2.5 3.0 4.0 4.6 5.3 6.0 6.5 Hampshire 2.5 3.0 3.9 4.5 5.2 5.9 6.4 Middlesex 2.5 3.1 4.0 4.5 5.3 5.9 6.5 Nantucket 2.5 3.6 4.6 4.9 5.8 6.5 7.2 Norfolk 2.5 3.2 4.1 4.7 5.5 6.1 6.7 Plymouth 2.5 3.4 4.3 4.7 5.6 6.2 7.0 Suffolk 2.5 3.2 4.0 4.6 5.5 6.0 6.6 Worcester 2.5 3.0 4.0 4.5 5.3 5.9 6.5 7 F-2 Hydrology Handbook for Conservation Commissioners March 2002 Appendix D Bioretention Sizing Calculations i Horsley Witten Group ❑ro[Oct❑ West Mill ❑roibct❑o❑ 14077 Instructions:Enter values in ❑rolcct Docation❑ North Andover and do not need to be edited. See cell comments for descriptions and formulas usl ❑alculated DyD BRK ❑hecCed Dy❑ RAC Date❑ 12/2/2014 Water DualitV Dolume Mov❑ Based upon 1-inch of rainfall times the contributing impervious area contributing impervious area WDv VDD 11"rainfallMoolmp.Area LOD Storm Type: Inch 1V LV C;Imp. Drainace Area Imp.Area ReCuirer E reCuired DA Lescription % sf ae sf ac cf of DA1 34% 23,153 0.53 E 063 0,18 647 0,015 DA1b 73% 2,897 o.07 2,12❑ 0.05 177 0,004 DA1c 79% 3,344 0.08 2,650 0.06 221 0.005 DA2 44% 13,950 0.32 6,169 0.14 514 0.012 DA3a 90% 17,640 0.40 15,866 0.36 1,322 0.030 DA3b 89% 14,573 0.33 12,95❑ 0,30 1,080 0.025 DA4a 89% 4,791 0.11 q280 0.10 357 0.008 DA4b 82% 5,394 0.12 q�2 0.10 369 0.008 2,852 0.07 238 0.005 1,570 1,52 0.04 131 0.003 #DIV/O! 0 0.00 0 0.00 0 0.000 ❑DEAES 87312 1.97 60,654 1.39 0 H:\Projects\2014\14077 RCG LLC-West Mill North Andover\Calculations\Stonnwater\140915 Bioretention constriction sizing_14077 lof 2 Hoxslcv Wttter)Group ' Orol6ct❑ West Mill ❑roi6ct Oo❑ 14077 Instructions: Enter values in 0 ❑ro[ect❑ocation❑ North Andover and do not need to be edited. See cell comments for descriptions and formulas usl ❑alculated oy❑ BRK ❑hecoed Ely[] RAC ❑ioretention Siuno❑alculations SiElno EOuationsooioretention Required Surface Area(sf)=(WQv)(df)/[(k)(hf+df)(tf)] Where: of=Filter bed depth(ft) k=Coefficient of permeability of filter media(ft/day) hf =Ave.height of water above filter bed(ft) tf=Design filter bed drain time(days) ❑IOREOEOoIOO SLIOG❑ hmax- Sediment Height of hf=avg Surface Surface Forebay WQV WQV water above of Area Area Required Treatment Bio Drainage Required df K filter above Required Provided 10%WQv Provided Area Area Name (af) (ft) (ft/day) (in.) (ft) tf(days) (sf) (sf) (cf) (af) 1 DA1 0.015 2.00 1 4 0.1667 1.67 358 470 65 0.020 2 DA16 0.004 2.00 1 4 0.1667 1.67 98 94 18 0.004 3 DA1 c 0.005 2.00 1 3 0.125 1.67 124 980 22 0.040 4 DA2 0.012 2.00 1 6 0.25 1.67 274 154 51 0.007 5 DA3a 0.030 2.50 1 3 0.125 1.67 754 904 132 0.036 6 DA3b 0.025 2.50 1 3 0.125 1.67 616 1099 108 0.044 7 DA4b 0.008 2.00 1 3 0.125 1 1.67 208 140 37 0.006 8 DA2 0.003 2.00 1 3 0.125 1 1.67 74 92 13 1 0.004 OOOACS 0.111 2695 4235 482 0.173 ❑ercentaoe of Oreatment Orovided 15oO 15OJ H:\Projects\2014\14077 RCG LLC-West Mill North Andover\Calculations\Stormwater\140915_Bioretention constriction sizing_14077 2of 2 Appendix E TSS Calculations V INSTRUCTIONS: Version 1,Automated:Mar.4,2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Locationd DA1 B C D E F TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed C*D Load (D-E) 4 Sediment Forebay 0.25 1.00 0.25 0.75 Bioretention Area 0.90 0.75 0.68 0.08 0.00 0.08 0.00 0.08 0.00 0.08 0.00 0.08 0.00 0.08 0.00 0.08 Separate Eorin Needs to be Completed for Each Total TSS Removal 93% Outlet or BMP Train Project: West Mill Prepared By: BRK *Equals remaining load from previous BMP (E) Date: 9/24/2014 which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1.From MassDEP Stormwater Handbook Vol. 1 Mass.Dept.of Environmental Protection V INSTRUCTIONS: Version 1,Automated.Mar.4,2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3.After BMP is selected,TSS Removal and other Columns are automatically completed. Location: DA1a B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate' Load* Removed C*D Load D-E :::] Treebox Filter 0.80 1.00 0.80 0.20 0.00 0.20 0.00 0.20 0.00 0.20 0.00 0.20 --- - Cn 0.00 0.20 0.00 0.20 0.00 0.20 0.00 0.20 Separate Form Needs to e Completed for Each Total TSS Removal 80% Outlet or BMP Train Project: West Mill - Prepared By: BRK *Equals remaining load from previous BMP (E) Date: 9/24/2014 which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol.1 Mass.Dept.of Environmental Protection V INSTRUCTIONS: Version 1,Automated:Mar.4,2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected,TSS Removal and other Columns are automatically completed. Location: DA1b B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate' Load* Removed C*D Load (D-E) 4-0 :::::1 Bioretention Area 0.90 1.00 0.90 0.10 Sediment Forebay 0.25 0.10 0.03 0.08 0.00 0.08 0.00 0.0 8 75 0.00 0.08 0.00 0.08 0.00 0.08 0.00 0.08 Separate Forms Needs to e Completed for Each Total TSS Removal ® 93% Outlet or BMP Train Project: West Mill Prepared By: BRK *Equals remaining load from previous BMP (E) Date: 9/24/2014 which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1.From MassDEP Stormwater Handbook Vol. 1 Mass.Dept.of Environmental Protection V INSTRUCTIONS: Version 1,Automated:Mar.4,2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected,TSS Removal and other Columns are automatically completed. Location: DA1c B C D E F TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed C*D Load D-E ::]Sediment Forebay 0.25 1.00 0.25 0.75 Bioretention Area 0.90 .7 0.68 0.08 0 5 0.00 0.08 0.00 0.08 0.00 0.08 0.00 0.08 M 0.00 0.08 0.00 0.08 ::] Separate Form Needs to be Completed for Each Total oval 93% Outlet or BMP Train Project: West Mill Prepared By: BRK *Equals remaining load from previous BMP (E) Date: 9/24/2014 which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol.1 Mass.Dept.of Environmental Protection V INSTRUCTIONS: Version 1,Automated:Mar.4,2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: DA2 B C D E F TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed C*D Load (D-E CD Sediment Forebay 0.25 1.00 0.25 0.75 Ile Bioretention Area 0.90 0.75 0.68 0.08 cc 0 0.00 0.08 0.00 0.08 cn 0.00 0.08 0.00 0.08 0.00 0.08 0.00 0.08 Separate Form Needs to e Completed for Each Total TSS Removal ® 93% outlet or BMP Train Project: Prepared By: BRK 'Equals remaining load from previous BMP (E) Date: 9/24/2014 which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass.Dept.of Environmental Protection V INSTRUCTIONS: Version 1,Automated:Mar.4,2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Locationd DA3a B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate' Load* Removed C*D Load D-E Bioretention Area 0.90 1.00 0.90 0.10 W 0 Sediment Forebay 0.25 0.10 0.03 0.08 0.00 0.08 0.00 0.08 5 0.00 0.08 0.00 0.08 0.00 0.08 0.00 0.08 Separate Form Needs to e Completed for Each Total TSS Removal = 93% Cutlet or BMP Train Project: West Mill Prepared By: BRK *Equals remaining load from previous BMP (E) Date: 9/24/2014 which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass.Dept.of Environmental Protection V INSTRUCTIONS: Version 1,Automated.,Mar.4,2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: DA3b B C D E F TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed C*D Load (D-E Sediment Forebay 0.25 1.00 0.25 0.75 :::]Bioretention Area 0.90 0.75 0.68 0.08 0.00 0.08 0.00 0.08 Cl) ca 0.00 0.08 0.00 0.08 0.00 0.08 0.00 0.08 Separate Fora Needs to be Completed for Each Total TSS Removal ® 93% Outlet or BMP Train Project: Masphpeecommons Prepared By: BRK *Equals remaining load from previous BMP (E) Date: 9/24/2014 which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass.Dept.of Environmental Protection V INSTRUCTIONS: Version 1,Automated:Mar.4,2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected,TSS Removal and other Columns are automatically completed. Locationd DA4a B C D E F TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed (C*D) Load D-E :::]Treebox Filter 0.80 1.00 0.80 0.20 0.00 0.20 0.00 0.20 0.00 0.20 0.00 0.20 :3 0.00 0.20 0.00 0.20 0.00 0.20 0.00 0.20 Separate Form Needs to e Completed for Each Total TSS Removal - 80% outlet or BMP Train Project: Masphpee Commons Prepared By: BRK *Equals remaining load from previous BMP (E) Date: 1/14/2014 which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol.1 Mass.Dept.of Environmental Protection V INSTRUCTIONS: Version 1,Automated:Mar.4,2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Locationd Dada B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate' Load* Removed C*D Load D-E Sediment Forebay 0.25 1.00 0.25 0.75 Bioretention Area 0.90 0.75 0.68 0.08 0.00 0.08 0.00 0.08 0.00 0.08 0.00 _ 0.08 0.00 0.08 0.00 0.08 Separate Form Needs to be Completed for Each Total TSS Removal 93% Outlet or BMP Train Project: MasphpeeCommons Prepared By: BRK *Equals remaining load from previous BMP (E) Date: 1/14/2014 which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol.1 Mass.Dept.of Environmental Protection Appendix F Tree Filter Pit Sizing Calculations Propreitary Tree Box Filters Sizing Guidelines The sizing guidelines for a tree box filter are provided below. This example is derived from a proprietary version of a tree box filter system known as FilterraT°'which is sold by Americast Inc.1 In general,tree box filters require low maintenance and a small drainage area with respect to surface area. Moreover,a specially designed filter media and sizing strategy allows treatment of very high volumes of runoff with high pollutant removals. Based on the tested flow characteristics of a manufactured tree box filter (Filterra TM), and the rainfall distribution/frequency data from the mid-Atlantic region,the optimum filter surface area to contributing drainage area is 0.33% (36 ft2) of filter surface for every%acre of contributing impervious surface area. This relationship was established during a two-year study at the University of Virginia demonstrating that a 36 ft2filter had a flow rate of 0.01 cfs,treated approximately 90%of the annual volume of runoff, and resulted in pollutant removals of 85%total suspended solids, 74%total phosphorous, 82% heavy metals and 68%total nitrogen. Summary Table 1 Control Area:%Acre Tree Box Filter Annual Tree Box Area Area Volume TP TN TSS Metal Filter Size (sf) Ratio Filtered Removal Removal Removal Removal 9 x 16 144 1.32% 99.48% 81.57% 75.70% 94.50% 90.52% 9 x 12 96 0.99% 98.55% 80.81% 74.99% 93.62% 89.68% 6 x 12 72 0.66% 96.58% 79.19% 73.40% 91.75% 87.88% *5x7 36 0.33% 89.93% 73.74% 68.43% 85.43% 81.83% 3 x 6 18 0.16% 69.26% 56.79% 52.70% 65.79% 63.02% 3 x 3 9 0.08% 60.88% 49.75% 46.32% 57.83% 55.40% * One tree box filter per%Acre is the optimum size for pollutant removal and cost effectiveness. Sizing and Pollutant Removal Basically all you need to know is how much of the annual volume you need to control and the size of the drainage area. Then follow the step-by-step procedure to use the sizing chart below to find the total overall tree box filter surface area for your application and needs. The sizing strategy is based on optimizing the filter surface area/drainage area relationship to filter most of the annual rainfall intensities in your area. For the Mid-Atlantic region 30 years of rainfall data was collected from Reagan National Airport (in/hr)from which the probability and frequencies of all rainfall intensities were determined. Knowing this and the flow characteristics of the filter media you can determine the annual volume of runoff that can be treated and the optimum size system for any given drainage area. From this information a sizing curve was developed as a function of annual rainfall volume and the tree box filter surface area to drainage area ratio,see sizing chart below. Pollutant removal calculations are even simpler. Multiply the maximum pollutant removal from the tree box filter test data shown in Table 1 by the percent of the annual volume treated to get the percent annual pollution reduction. The designer must verify that the tree box filter system has been sized and installed in accordance with the manufacturer's specifications.The distribution and sizing of tree box filters should be in accordance with the manufacturer's recommendations to achieve the most cost-effective treatment practicable while satisfying the performance-based water quality criteria. I. Proprietary Tree Filter Sizing: Minimum Percentage of annual rainfall volume to be treated: 90% (1"of runoff) Calculate total tree box filter surface area by using the following formula: Surface Area Required=(FSA/DA%)1(DA in acres)x(43,560 sq.ft.) 100 Tree Surface Annual Surface Annual Filter Area No.Tree Volume Tree Area Volume Tree Imperv. Tree Filter Area Area Ratio Required Filters Filtered 2 + Filters Provided Filtered 2 Drainage area(DA) Filter# DA(sf) (sf) %imperv. Size(ft) (sf) (FSAIDA%)1 (sf) Required (%) provided (sf) (%) Parking Lot 2 1 23154 13008 56% 5x7 35 0.33 76.4082 2.18 89.93 1 35 -16.47 Parking Lot 3(SE corner) 2 4791 2284 48% 5x7 35 0.33 15.8103 0.45 89.93 1 35 139.24 1.From Sizing Chart the FSA/DA% 2.From Sizing Chart the Annual Volume Filtered% 11.Determine Annual Pollutant Removal Simply multiply the percent annual volume treated by the maximum pollutant removal percentage for each pollutant from Table 1 above. Example: Annual volume treated= 95% Maximum TSS Removal= 95%(From Table 1) Annual TSS Removal= (95)*(95)/100=90.25% Repeat for each desired pollutant. Appendix G Soil Evaluations io: nceioo,Jefferson Boulevard O q�y Warwick,wick, R1 02SSS �� .l i vino �y,._ )e ;wt �i I01.7 .' Co(t Pax 401.732,7670 November 17,2014 Mr. Seth Zeren Sew Via Email:szeren@rcg-llc.com Development Manager RCG LLC 17 Ivaloo Street, Suite 100 Somerville, MA 02143 SUBJECT: Soil Evaluation and Infiltration Testing I High Street,Andover, MA AEG Project No. 2537 West Mill Redevelopment Dear Mr.Zeren: Alliance Environmental Group, Inc. ("AEG") is pleased to provide this report on the results of the soil evaluation and infiltration testing that we performed on November 13, 2014 at above-referenced site. Soil Evaluation AEG excavated test pits at the five (5) locations specified on the attached plan. AEG followed the National Resource Conservation Service ("NRCS") methodology to provide a description of the soil profile at each test pit, including soil horizons/layers, texture, color, structure, and consistence. Depth of groundwater or location of redoximorphic features was also recorded. See soil profile tables,attached. The NRCS Web Soil Survey ("WSS") of the site soils indicated that the site consists of urban fill and therefore no hydrological soil group is given. Infiltration Testing AEG performed infiltration tests at Test Pit 42 and Test Pit 44 using the Double-Ring Infiltrometer method per ASTM D3385-09 to determine infiltration rate at these locations. No infiltration testing was performed at Test Pit#Idue to the predominant presence of coal ash fill. Buried steel water pipes were found at Test Pit#3 and #5 therefore no infiltration tests were performed at those locations. The results of the infiltration tests are attached to this report. We appreciate the opportunity to provide the above services and if you have any further questions concerning the results of the testing performed,please contact the undersigned at your convenience. Best regards, Alliance,Envir nin6lA l IG,coup,Inc. -LeV Reed,P.E., SE 214 Sr. Engineer Attached: Site Plan WSS Soil Map Soil Evaluation Tables Infiltration Test Results AllianceEGI.com Soil Map—Essex County,Massachusetts,Northern Part (1 High Street,N.Andover) 325660 325690 325720 325750 325780 325810 325840 325870 325900 325930 325960 325990 326020 42°42'10"N 42°V 10"N t 0 t � O I N N N 7 3 y i9a'l rn rn a N n d Y O .y rn O � n tl A b l 2 ua 3 O l w � m ti ri v � 4 C x t k� 1 F � O O �W C ay. E po O V t O h O n t a�+ I II cY I. 42°42'Z N '�` �` 42'42'2"N 325660 325690 325720 325750 325780 325810 325840 325870 325900 325930 325960 325990 Map Scale:1:1,690 if printed on A landscape(11"x 8.5')sheet. 21 Meters o n N 0 25 50 100 150 Feet 0 50 100 200 300 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 19N WGS84 USDA Natural Resources Web Soil Survey 11/6/2014 Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map—Essex County,Massachusetts,Northern Part (1 High Street,N.Andover) AP LEGEND MAP INFORMATION Area of Interest(A01) Spoil Area The soil surveys that comprise your AOI were mapped at 1:15,800. (V_j Area of Interest(AOI) u2 Stony Spot Warning:Soil Map may not be valid at this scale. Soils "M Very Stony Spot Soil Map Unit Polygons Enlargement of maps beyond the scale of mapping can cause s Wet Spot misunderstanding of the detail of mapping and accuracy of soil line 'AN Soil Map Unit Lines placement.The maps do not show the small areas of contrasting ® Soil Map Unit Points Other soils that could have been shown at a more detailed scale. Special Line Features Special Point Features Please rely on the bar scale on each map sheet for map VO Blowout water Features measurements. Streams and Canals Borrow Pit Source of Map: Natural Resources Conservation Service Transportation Web Soil Survey URL: http://websoilsurvey.nres.usda.gov Clay Spot Rails Coordinate System: Web Mercator(EPSG3857) 0 Closed Depression Interstate Highways Maps from the Web Soil Survey are based on the Web Mercator Gravel Pit _r US Routes projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the Gravelly Spot Major Roads Albers equal-area conic projection,should be used if more accurate Landfill Local Roads calculations of distance or area are required. 0, Lava Flow Background This product is generated from the USDA-NRCS certified data as of the version date(s)listed below. Marsh or swamp Aerial Photography Soil Survey Area: Essex County, Massachusetts,Northern Part Mine or Quarry Survey Area Data: Version 10,Sep 19,2014 Miscellaneous Water Soil map units are labeled(as space allows)for map scales 1:50,000 Perennial Water or larger. 1,e� Rock Outcrop Date(s)aerial images were photographed: Mar 30,2011—May 1, + Saline Spot 2011 The orthophoto or other base map on which the soil lines were Sandy Spot compiled and digitized probably differs from the background Severely Eroded Spot imagery displayed on these maps.As a result,some minor shifting Sinkhole of map unit boundaries may be evident. ;a 5 Slide or Slip P,, as Sodic Spot USDA Natural Resources YJeb Soil Survey 11/6/2014 Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map—Essex County,Massachusetts, Northern Part 1 High Street,N.Andover Map Unit Legend Essex County,Massachusetts,Northern Part(MA605) Map Unit Symbol Map Unit Name Acres in AOI Percent of AO1 1 Water 0.7 6.7% 405B Charlton fine sandy loam,3 to 8 0.1 0.6% percent slopes 420B Canton fine sandy loam,3 to 8 0.4 3.6% percent slopes 420C Canton fine sandy loam,8 to 15 0.1 1.3% percent slopes 602 Urban land 9.7 87.8% Totals for Area of Interest 11.1 100.0% USDA Natural Resources Web Soil Survey 11/6/2014 a" Conservation Service National Cooperative Soil Survey Page 3 of 3 Project Name: 2537-West Mill Redevelopment Engineering Firm'sName AEG Project Address: 1 High St.N.Andover Engineer's Name: Lew Reed Date ofEvaluation: 11/13/2014 Weather: P.cloudy, chilly Test Pit Identification: 91 North Parking Lot Surface Elevation: SOIL PROFILE DESCRIPTION Depth Range Consistence (in.bgs) Horizon/Layer Soil Texture Color/Chroma Structure dry/moist Other 0-3 Bit.Concrete 3-12 Fill,cleangranuilar Med Sand 1 OYR 4/6 structureless(s ) loose 12-24 Fill,clean loamy Loam—20%silt 2.5Y 415 weak soft/v,friable 24-36 Fill,coal ash NA N7 structureless loose 36-48 Fill,coal ash NA 5YR 4/7 structureless loose 48-68 0/A sa ric) Silt Loam 2.5Y 2.5/2 massive soft friable roots 60-64" 68 Bottom ofexcavation RESTRICTIVE CONDITIONS SATURATED HYDRAULIC CONDUCTIVITY TEST Depth(in.bgs) Description Date: 11/13/2014 Temperature°F: 44 NA Mottling(Seasonally High Groundwater) Ground Elevation: 64 Groundwater(seeping) Test Depth(in.bgs) Top: 64 Groundwater(ponding) Bottom: NA Impermeable layer NA Ledge Test Method: NA Other. Guelph permeameier-ASTM D5126-90 Falling head permeameter—ASTM D5126-90 Double ring permeameter or infiltrometer-ASTM D3385-09 Amoozemeter or Amoozegar(constant head)permeameter—Amoozegar 1992 Calculated Saturated Hydraulic Conductivity Rate: NA Notes: Not pe formed due to presence of coal ash&high groundwater CERTITIC I HEREBY CERTIFY THAT THE INFORMATION CONTAINED S PORT I UE CO CT. Lew Reed Date: 11/13/2014 Name of Test Conductor ure of Test'Conductor Project Name: 2537-West Mill Redevelopment Engineering Finn's Name AEG Project Address: 1 Fiigh St.N.Andover Enaineec's Name: Lett/Reed Date of Evaluation: 11/13/2014 Weather: P.cloudy, chilly Test Pit Identification: 92 NE Parking Lot Surface Elevation: SOIL PROFILE DESCRIPTION Depth Range Consistence (in.bgs) Horizon/Layer Soil Texture GolorJChroma Structure moist/dry Other 0-3 Bit.Concrete 3-6 Fill,clean granular med sand 1 OYR 4/6 structureless(sg) loose 6-8 Ab sandy loam 2.5Y 2.5/1 structureless(m) v,friable/soft 8-18 E clay loam 5G 5/2 structureless(m) firm/slightly hard compacted 10YR 312 18-28 Beg clay loam 1 OYR 7/3 structureless(m) firm/slightly hard weak mottles, variegated,compacted 28-57 Cl sandy loam 10YR 7/3 structureless(sg) v.friable/loose SYR 5/2 strong mottles, 57-66 C2 sandv loam 2.5Y 6/1 weal:(abk) v.friable/soft —30%silt, compacted 66 Bottom of excavation RESTRICTIVE CONDITIONS SATURATED HYDRAULIC CONDUCTIVITY TEST Depth(in,bgs) Description Date: 11/13/2014 Temperature°F: 44 57 Mottling(Seasonally high Groundwater) Ground Elevation: 57 Groundwater(seeping) Test Depth(in.bgs) Top: 30" 57 Groundwater(ponding) Bottom:35" NA Impermeable layer NA Ledge Test Method: NA Other: Guelph permeameter-ASTM D5126-90 Falling head permeameter—ASTM D5126-90 X Double ring permeameter or infiltrometer-ASTM D3385-09 Amoozemeter or Amoozegar(constant head)permeameter—Amoozegar 1992 Calculated Saturated Hydraulic Conductivity Rate: 1.2 in./hr Notes: TJ?§T— ERTIFISLLL2N I HEREBY CERTIFY THAT THE INFORMATION CONTAINED I T IS RE ORT IS RUE A CO RECT. Lew Reed 11/19/2014 Name of Test Conductor ure of Test Conductor Project Name: 2537-West Mill Redevelopment Engineering Finn's Nami AEG Project Address: 1 High St.N.Andover Engineer's Name: Lew Reed Date of Evaluation: 11/13/2014 Weather: P.cloudy, chilly Test Pit Identification: #4 SE of entrance Surface Elevation: SOIL PROFILE DESCRIPTION Depth Range Horizon/L i Consistence Other (in.bgs) ayer Sol Texture Color/Chroma Structure dry/moist 0-26 Fill,clean loamy s.loam I OYR 3/3 structureless(m) soil/v.friable 26-36 Fill,clean granular loamy sand 5YR 2.5/1 structureless(sg) loose narrow lenses of med sand 36-72 Fill,clean granular med.sand 2.5Y 3/1 structureless(s ) loose some roots Q,43" 72 Bottom orexcavation RESTRICTIVE CONDITIONS SATURATED HYDRAULIC CONDUCTIVITY TEST Depth(in.bgs) Description Date: 11/13/2014 Temperature°F: 44 NA Mottling(Seasonally High Groundwater) Ground Elevation: 72 Groundwater(seeping) Test Depth(in.bgs) Top: 30 72 Groundwater(ponding) Bottom: 35 NA Impermeable layer NA Ledge Test Method: NA Other: Guelph permeameter-ASTM D5126-90 Falling head penneameter—ASTM D5126-90 X Double ring permeameter or infiltrometer-ASTM D3385-09 Amoozemeter or Amoozegar(constant head)permeameter—Amoozegar 1992 Calculated Saturated Hydraulic Conductivity Rate: 2.6 in.Air Notes: TEST CERTIFICATION I HEREBY CERTIFY THAT THE INFORMATION CONTAINED IN 7�1 ORT 1ST E AN OR R CT. Lew Reed Date: 11/19/2014 Name of Test Conductor _na of Test Con uctor Project Name: 2537-West Mill Redevelopment Engineering Firm's Namf AEG Project Address: 1 High St.N.Andover Engineer's Name: Lew Reed Date of Evaluation: 11/13/2014 Weather: P.cloudy, chilly Test Pit Identification: 93 NW near Loading Dock 3 Surface Elevation: SOIL PROFILE DESCRIPTION Depth Range Consistence in.bgs) Horizon/Layer Soil Texture Color/Chroma Structure d /moist Other 0-3 A sand loam 10 YR 3/3 structureless(m) v.friable/soft 3-18 Fill,clean granular med.sand I0YR 4/6 structureless(s ) loose 18-50 Fill,clean loamy sandy loam 2.5Y 415 structureless(m) v.friable/soft Found 2"dia.steel pipe 50 Bottom of excavation RESTRICTIVE CONDITIONS SATURATED HYDRAULIC CONDUCTIVITY TEST Depth(in.bgs) Description Date: 11/13/2014 Temperature°F: 44 NA Mottling(Seasonally High Groundwater) Ground El'etiation: NA Groundwater(seeping) Test Depth(in.bgs) Top: NA Groundwater(pending) Bottom: NA Impermeable layer NA Ledge Test Method: 48" Other: 2"Dia.Steel pipe Guelph permeameter-ASTM D5126-90 Falling head permeameter—ASTM D5126-90 Double ring permeameter or infiltrometer-ASTM D3385-09 Amoozemeter or Amoozegar(constant head)permeameter—Amoozegar 1992 Calculated Saturated Hydraulic Conductivity Rate: NA Notes: Not performed due to presence of pipe TE CER , CAT N I HEREBY CERTIFY THAT THE INFORMATION CONTAINED IN T S R T I RRECT. Lew Reed Date: 11/13/2014 Name of Test Conductor Si e of Test Conductor Project Name: 2537-West Mill Redevelopment Engineering Firm's Nam( AEG Project Address: 1 High St.N.Andover Engineer's Name: Lew Reed Date of Evaluation: 11/13/2014 Weather: P.cloudy, chilly Test Pit Identification: #5 SW of Entrance Surface Elevation: SOIL PROFILE DESCRIPTION Depth Range Horizon/Layer Soil Texture Color/Chroma Structure Consistence (in,bgs) dry/moist Other bricks,metal debris, 0-50 Fill,clean loam sandy loam 10YR 3/2 structureless(m) v.friable/soft some roots,large stones 50-72 3/4"gravel - - Found 2 large steel 24"dia.pipes 72-74 Oe loam 2.5Y 2.5/2 structureless(m) v.friable/soft hemic organic layer 74 Bottom of excavation RESTRICTIVE CONDITIONS SATURATED HYDRAULIC CONDUCTIVITY TEST Depth(in.bgs) Description Date: 11/13/2014 Temperature°F: 40 NA Mottling(Seasonally High Groundwater) Ground Elevation: 72 Groundwater(seeping) Test Depth(in.bgs) Top: 72 Groundwater(ponding) Bottom: NA Impermeable layer NA Ledge Test Method: NA Other: Guelph permeameter-ASTM D5126-90 Falling head permeameter—ASTM D5126-90 Double ring permeameter or infiltrometer-ASTM D3385-09 Amoozemeter orAmoozegar(constant head)permeameter—Amoozegar 1992 Calculated Saturated Hydraulic Conductivity Rate: NA Notes: Not performed due to presence of pipe TR5T—CTRTIFICATI0;q' I HEREBY CERTIFY THAT THE INFORMATION CONTAINED IN S ORT TR CORRECT. Lew Reed Date: 11/13/2014 Name of Test Conductor ature of Test Conductor Project Name: West Mill Redevelopment Date: 11/13/2014 Test Location: Test Pit#2 Tested by: Lew Reed Depth of Test: 30" bgs Area of Inner Ring: 50.24 in Depth to GW: 57" bgs Area of Outer Ring: 113.04 in Ring Penetration: 5" Depth of Liquid Maintained: 4" Inffitration Rate Trial Time Test Time Trial No. (min) (min) in./hour min./in. 1 2.4 2.4 30.36 1.98 2 8.1 10.5 9.00 6.67 3 21.5 32 3.39 17.70 4 44.2 76.2 1.24 48.52 INFILTRATION TEST St Pit 35.00 30.00 25.00 c 20.00 m 0 15.00 `a 10.00 5.00 0.00 ! 0 10 20 30 40 50 60 70 80 90 Test Time(min.) Project Name: West Mill Redevelopment Date: 11/13/2014 Test Location: Test Pit#4 Tested by: Lew Reed Depth of Test: 30"bgs Area of Inner Ring: 50.24 in Depth to GW: 57" bgs Area of Outer Ring: 113.04 in Ring Penetration: 5" Depth of Liquid Maintained: 4" Inffitration Rate Trial Time Test Time Trial No. (min) (min) in./hour min./in. 1 17.1 17.1 4.26 14.08 2 19.3 36.4 3.78 15.89 3 20.5 56.9 3.55 16.88 4 20.8 77.7 2.63 22.83 INFILTRATION TEST Test i 4.50 4.00 L 3.50 s 3.00 t '�,• 2.50 0 2.00 1.50 1.00 0.50 0.00 0 10 20 30 40 50 60 70 80 90 Test Time(min.) too-efferson Boulevard Suite 220 ionce WarMek, RI 02888 F'ax 401.732.7670 iroup, Inc. November 20,2014 Mr. Seth Zeren Sent Via Email: szeren@rcg-11c.com Development Manager RCG LLC 17 Ivaloo Street, Suite 100 Somerville, MA 02143 SUBJECT: Soil Evaluation and Infiltration Testing 1 High Street,Andover,MA AEG Project No.2537 West Mill Redevelopment Dear Mr.Zeren: Per your request, please see the following summary of the infiltration rates and depths to groundwater for each of the test pits that we were assigned to perform. Note that no data was obtained from Test Pit 43 due to presence of water pipe found at that location. Test Pit No. Depth to Groundwater Infiltration rate (in. bgs) (in./hour) 1 64 NA 2 57 1.2-- 3 NA NA 4 72 2.6 5 72 NA I am attaching revised soil evaluation tables for Test Pit#2 and Test Pit#4. Please replace earlier versions of these tables previously submitted with these revised versions. We appreciate the opportunity to provide the above services and if you have any further questions concerning the results of the testing performed,please contact the undersigned at your convenience. Best regards, Alliance viron a G •oup,Inc. Reed, E., SE 014 Sr.Engineer Cc: Jon Ford,Horsley Witten Group Attached: Soil Evaluation Tables—Test Pit 42 and Test Pit#4 AllianceEGI.com, •M c"':;:t Yx t t,,�,..: %;.. C e rq{„ �, yx ha z_. aZ6SG- ,4.Mr? .,. .;�' ,�.^: .;., ,,; � .e;;.. '' .. � ?'"Y,brvc: ;' ,.�Yn � �, .., K,•„. � a, 'u z - m"r•. u.ar'°= ar ,,.0 .i, ,,a. x .;, { t»,� •3 2,� ,+ tz,, {,^,, ,yx== a .,c V,.,ry ::>k x.,.= :s=' :,, ».,k t::. .v 3`, .sa..e »: , :, :. :•� .`u3„ .,S ^� �,��./' ., .,.:,,2 ,, .,:r�- ,... ,.`" ,,. Y iu,,i•aa` :, Y '.:v,ap � :,,, ,.,w'..r• •� vfi.= i xf., d u`•*r"'m e ,,A. * t s, ',W `?"' t :mt,' an d •ce,' x •t n *y,. 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