Loading...
HomeMy WebLinkAbout20181055 18.057 96 Ballston Ave_STORM NARRATIVEStormwater Management Narrative PROPOSED TOWNHOUSE DEVELOPMENT BALLSTON AVE. PARTNERS Ballston Avenue City of Saratoga Springs Saratoga County, New York November 2018 Prepared By: The Environmental Design Partnership, LLP 900 Route 146 Clifton Park, NY 12065 eit) ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. Shaping the physical environment ENVIRONMENTAL DESIGN eco PARTNERSHIP, LLP. TABLE OF CONTENTS Contents 1.0 Introduction 3 2.0 Existing Conditions 3 2.1 Soil and Groundwater Conditions 3 3.0 Predevelopment Stormwater Analysis 4 4.0 Stormwater Management Planning and Practice Selection 4 5.0 Stormwater Management Planning and Practice Selection 5 5.1 Stormwater Management Areas #1-#3 — Porous Pavement 6 5.3 Stormwater Management Area #5-#6 — Infiltration Trenches 7 5.4 Stormwater Management Area #7 — Shallow Grassed Depression 7 5.5 NYS Unified Stormwater Sizing Criteria 7 5.5.1 Water Quality (WQv) 7 5.5.2 Runoff Reduction Volume (RRv) 8 5.5.2.1 Green Infrastructure Practices 9 5.5.2.2 Storm water Management Practices 9 5.5.3 Channel Protection (CPv) 10 5.5.4 Overbank Flood (Qp) 11 5.5.5 Extreme Storm (Qf) 12 6.0 Summary 13 Figures Figure 1— Site Location Map Figure 2 — Pre -development Drainage Map Figure 3 — Post -development Drainage Map Attachments Attachment A — WQv Calculations Attachment B — Stormwater Modeling Calculations 2 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN eCID PARTNERSHIP, LLP. 1.0 Introduction Ballston Ave Partners are proposing to develop an approximately 1.37 acre parcel of land with 18 townhouse units. The project site is located within the northeastern quadrant of the intersection of Ballston Avenue and Finley Street in the City of Saratoga Springs, New York. The proposed site development includes the construction of a private access road, towhouse units, driveways, sidewalks, extension of municipal water and sewer, and on-site stormwater management. The area of proposed disturbance is approximately 1.78 acres. A stormwater management system has been designed to provide pollutant removal, reduce channel erosion, prevent overbank flooding, and safely control extreme flood events in accordance with the NYS Stormwater Management Design Manual (Design Manual). The proposed stormwater management system for the project will include porous pavement, drywells, infiltration trenches and a shallow grassed depression a total storage volume of approximately 0.15 acres. This narrative presents a review of the design concepts and parameters of the stormwater management system for the proposed development. The purpose of the stormwater management narrative is to assure that changes in the surface runoff characteristics, as a result of the proposed construction, will not adversely impact adjacent or downstream properties. On-site stormwater management will be implemented in accordance with the NYS Stormwater Management Design Manual to accommodate both additional stormwater runoff and to provide water quality treatment according to the green infrastructure standards. 2.0 Existing Conditions The existing project site consist of three separate parcels with three existing building and associated driveways and parking areas that will be removed. The existing project site also contains wooded areas throughout. The topography of the land consists of drainage towards Ballston Avenue and toward and existing alley along the eastern side of parcels. The typical slopes range from 1% to 20%. Elevations at the site vary between 311 and 325 feet above sea level 2.1 Soil and Groundwater Conditions The USDA Natural Resources Conservation Service Soil Survey identifies the soils on the site to be Windsor loamy sand. The Soil Survey identifies the Windsor loamy series as excessively drained and classified as Hydrologic Soil Group (HSG) "A". Test pits were observed by the Environmental Design Partnership at the site in August 2018 and found a light brown medium sand to aa depth of 9. There was no indication of mottling or groundwater. The results from the test pits are consistent with the NRCS soil survey records. 3 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN eCID PARTNERSHIP, LLP. 3.0 Predevelopment Stormwater Analysis The existing hydrologic conditions, in the area to be disturbed as a result of the proposed construction, were analyzed using Applied Microcomputer Systems' "HydroCAD" computer modeling program. The HydroCAD stormwater modeling program employs the United States Department of Agriculture's Soil Conservation Service (SCS) Technical Release 20 (TR -20) method for stormwater analysis. Using this modeling technique, the site is divided into "subcatchments" that represent specific areas contributing stormwater runoff to an existing, or proposed drainage feature. The subcatchments typically flow through "reaches" (i.e., swales, channels, or pipes) that convey the stormwater to storm basins or discharge areas. A hydrologic model of the existing site was prepared using the Hydrocad program. Four subcatchments were used to represent the existing drainage condition, see Figure 2. The existing parameters of topography, vegetation, slope and soil type are all incorporated into the predevelopment model. Table 1 presents a summary of the pre -development stormwater peak discharge for the 1 year, 10 year and 100 year design storm events at the respective Design Points. As will be discussed in subsequent sections, the post development stormwater discharge rate has been limited to the predevelopment discharge rate for the 1 -year, 10 -year, and 100 -year storm events. Table 1: Pre -Development Runoff Rates The existing site consists of the existing buildings, the paved surfaces, limited grassed areas and the wooded area with soils categorized as HSG "A". The pre -development Curve Number (CN) for the existing impervious was established as 98 with the CN for the grassed and wooded areas was established as 39 and 30, respectively. The HydroCAD model results for the pre - development conditions are included within Attachment B. 4.0 Stormwater Management Planning and Practice Selection The site layout and stormwater design for this project was completed while taking into consideration the potential impacts on the existing site and downstream hydrology. The 4 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com Design Points Storm Event Total 1 2 1 -Year (2.15") 0.00 0.00 0.0 10 -Year (3.75") 0.17 0.00 0.17 100 -Year (6.25") 1.07 1.23 2.28 The existing site consists of the existing buildings, the paved surfaces, limited grassed areas and the wooded area with soils categorized as HSG "A". The pre -development Curve Number (CN) for the existing impervious was established as 98 with the CN for the grassed and wooded areas was established as 39 and 30, respectively. The HydroCAD model results for the pre - development conditions are included within Attachment B. 4.0 Stormwater Management Planning and Practice Selection The site layout and stormwater design for this project was completed while taking into consideration the potential impacts on the existing site and downstream hydrology. The 4 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN eCID PARTNERSHIP, LLP. existing site predominately infiltrates stormwater runoff, therefore the proposed system will rely on infiltration practices. Various measures were taken to help ensure that the post - development hydrology of the site will closely resemble the pre -development hydrology. These measures include pavement reduction and soil restoration. The proposed roadway through the project site has been designed with 11 foot driving lanes and will be super elevated to allow for wing curbing on only one side. The results in a reduction of approximately 4 feet of pavement width. The proposed roadway will also only have a one way exit onto Ballston Ave with will further reduce the roadway width to only 16 feet total for a portion of the roadway. Soil restoration has been called for throughout the site in accordance with Chapter 5 of the NYS Stormwater Management Design Manual. The soils on the site are classified as HSG A and need aeration and topsoil in areas of cut or fill. In high traffic areas that are to remain pervious, especially around the proposed houses and equipment storage areas, the soils shall be fully restored by tilling compost into the sub -soils prior to applying topsoil and vegetating. By applying these methods to the soils on the site, the original properties and porosity of the soils will be recovered, which will allow for an improvement in the soil infiltration as well as lawn and landscaping sustainability. Stormwater management on the site is designed to be infiltration. Infiltration practices are considered a standard SMP with RRv Capacity by the NYSDEC Stormwater Management Design Manual. By using infiltration practices that are located relatively close to the source of runoff the post -development hydrology will more closely match the pre -development hydrology. 5.0 Stormwater Management Planning and Practice Selection The post -development conditions, in the area to be disturbed as a result of the proposed construction, were analyzed using Applied Microcomputer Systems' "HydroCAD" computer modeling program. The HydroCAD stormwater modeling program employs the United States Department of Agriculture's Soil Conservation Service (SCS) Technical Release 20 (TR -20) method for stormwater analysis. Using this modeling technique, the site is divided into "subcatchments" that represent specific areas contributing stormwater runoff to an existing, or proposed drainage feature. The subcatchments typically flow through "reaches" (i.e., swales, channels, or pipes) that convey the stormwater to storm basins or discharge areas. A hydrologic model of the area to be disturbed as a result of the proposed development, was analyzed using the HydroCAD program. Thirteen (13) subcatchments were used to represent the post development drainage conditions of the site. Site improvements to the property will consist of constructing a roadway, sidewalks, driveways, parking areas and Townhouse Units. Stormwater management practices have been designed to provide storage, infiltration, and attenuation of stormwater runoff from the proposed impervious surfaces on the site. 5 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN ecb PARTNERSHIP, LLP. A post -development Curve Number (CN) of 98 was assigned to all impervious surface within the proposed subdivision. A post -development CN of 39 was assigned to all new grassed areas directly contributing to the proposed stormwater devices. A CN of 30 was used for all existing, undisturbed wooded areas. The weighted CN for the post -development conditions for the site is approximately 75. The HydroCAD model results for the post -development conditions are included within Attachment B. 5.1 Stormwater Management Areas #1-#3 — Porous Pavement Stormwater Management Areas #1 through #3 have been designed as porous pavement in order to attenuate and infiltrate the runoff from the proposed roadway, driveway, lawn areas and portion of the proposed roofs. Stormwater will sheetflow across the lawn areas or driveways and through the porous pavement surface into the stone reservoir. The total area contributing to the porous pavement is on the order of 0.82 acres with approximately 0.69 acres of impervious area. SMAs #1 through #3 have been designed with a stone reservoir coarse that will allow for the attenuation and infiltration of the stormwater runoff. The porous pavement areas have been designed to fully infiltrate the runoff from storm events up to and including the 100 year storm event without any discharge offsite. The total storage volumes of SMA#1 thought #3 will be on the order of SMA#2 has been designed with an overflow drain pipe. This pipe will be set at an elevation above the contributing WQv and the modeling indicates that no runoff will enter the drain during storm events up to and including the 100 year design storm event. 5.2 Stormwater Management Area #4 — Drywells Stormwater Management Area #4 has been designed as a drywell array in order to attenuate and infiltrate the runoff from the proposed rooftops that front along Ballston Ave. Stormwater runoff from the rooftops will be collected within a closed drainage system and that will convey the flows to the drywells. SMA#4 has been designed as a drywell array. The design manual allows for the use of drywells to treat and attenuate runoff from rooftops. The first drywell in the system will be wrapped in filter fabric which will allow for pretreatment and sediment removal. SMA#4 has been designed to fully attenuate and infiltrate the runoff from storm events up to and including the 100 year storm event. 6 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN eCID PARTNERSHIP, LLP. 5.3 Stormwater Management Area #5-#6 — Infiltration Trenches Stormwater Management Area #5 and #6 have been designed as infiltration trenches in order to attenuate and infiltrate the stormwater runoff from the proposed rooftops and sidewalk along the Alley. The total area contributing to the infiltration trenches will be on the order of 0.23 acres with approximately 0.17 acres of impervious area. SMA#5 and SMA#6 have been designed as infiltration trenches in accordance with the design manual. The infiltration trenches will include a drain pipe to allow for an outlet path during large storm events. These drain pipes will discharge to SMA#7. 5.4 Stormwater Management Area #7 — Shallow Grassed Depression Stormwater Management Area #7 has been designed as a shallow depression in order to attenuate and infiltrate the stormwater runoff from a portion of the lawn area as well as any discharges from SMA#5 and #6. The total contributing area to SMA#7 will be on the order of .05 acres with approximately 0.01 acres of impervious area. The shallow grassed depression has been designed to fully store and infiltrate any contributing runoff for storm events up to and including the 100 year design storm event. In the event of an extreme storm event there is an overflow weir that would discharge toward the alley. 5.5 NYS Unified Stormwater Sizing Criteria The proposed post -development site conditions were analyzed using Applied Microcomputer Systems' "HydroCAD" computer modeling program, the results have been included with this report. A technical description of the HydroCAD stormwater modeling program was provided in a previous section. The area to be disturbed as a result of the proposed development was modeled under the post -development conditions using thirteen (13) subcatchment areas (Figure 3) routed into the stormwater management areas. The contributing area of each stormwater management area is identified on Figure 3. The post -development stormwater management system has been designed based on the Unified Stormwater Sizing Criteria as described in the following sections. 5.5.1 Water Quality (WQv) In general, small storm events and the initial runoff from larger storm events are an environmental concern as this stormwater runoff typically contains roadway pollutants and thermal energy stored by the asphalt. In accordance with the NYS Stormwater Management Design Manual, this initial runoff is designated as the Water Quality Volume (WOO and special attention is given to this volume of runoff to meet water quality objectives. 7 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ODENVIRONMENTAL DESIGN PARTNERSHIP, LLP. The NYS Stormwater Management Design Manual identifies several standard practices, such as the proposed underground infiltration systems and infiltration basins which are acceptable for water quality treatment. These acceptable Stormwater Management Practices (SMPs) can capture and treat the full water quality volume (WQ,), are capable of 80% TSS removal and 40% TP removal, have acceptable longevity in the field, and have pretreatment mechanism. The water quality storage volume, WQv, is calculated as follows: P • R •A _ WQv 12 Where: WQv = water quality volume (acre-feet) P = 90% rainfall event number Rv= 0.05+0.009(1), where I is percent impervious cover A = site area (acres), impervious area used with I= 100% Table 2: Required Water Quality Volume SMA I.D. P Rv A (ac) Required WQv(cf) Provided WQv (cf) SMA#1 1.1 0.69 0.065 180 750 SMA#2 1.1 0.78 0.735 2,280 2,370 SMA#3 1.1 0.73 0.074 220 290 SMA#4 1.1 0.75 0.172 520 1,440 SMA#5 1.1 0.75 0.123 370 300* SMA#6 1.1 0.69 0.109 300 245* SMA#7 1.1 0.16 0.053 160* 770 Total 3.995 6,165 *The WQv required for SMA#7 includes the remaining WQv from SMAs#5 and #6 5.5.2 Runoff Reduction Volume (RRv) The NYS Stormwater Design Manual specifies that runoff shall be reduced by 100% of the site WQv using standard SMPs with RRv capacity and green infrastructure techniques. The proposed project site is approximately 1.37 acres with a total proposed impervious area on the order of 1.01 acres (73.73%). The resulting WQv for the project site has been computed to be 8 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN eCID PARTNERSHIP, LLP. 3,904 cf. Runoff reduction will be provided by a combination of standard SMP's with RRv capacity and green infrastructure with the calculations summarized in Appendix A. 5.5.2.1 Green Infrastructure Practices The proposed project will use porous pavement for the proposed roadway on the site. Porous pavement is recognized as a green infrastructure practice per the NYSDEC Stormwater Management Design Manual. The contributing area to the proposed porous pavement roadway will include portions of the building rooftops, driveways and lawn areas. The porous pavement will consist of 6 inches of porous asphalt, a filter layer and a 12 inch thick stone reservoir. Per the NYSDEC design manual 100% of the contributing WQv can be reduced using porous pavement. The use of the porous pavement onsite will result in a RRv on the order of 2,680 cf. 5.5.2.2 Storm water Management Practices The NYSDEC stormwater management design manual recognizes the use of infiltration practices as acceptable for runoff reduction. The proposed drywells, infiltration trenches and infiltration basins will collect the stormwater runoff from the proposed rooftops, sidewalks and contributing green area and infiltrate 100% of the contributing WQv. The total runoff reduction from the infiltration practices will be on the order of 1,225 cf. Table 3: Runoff Reduction Volume Summary Runoff Reduction Technique RRv (cf) Porous Pavement 2,680 Infiltration Practices 1,225 Total Site Reduction 3,905 Required WQv 3,904 % WQv Reduction 100% Many of the green infrastructure practices recommended in the NYS Stormwater Management Design Manual were not applied to the stormwater management design on this site due to either site restrictions or the use of more feasible green infrastructure of standard SMP techniques in place of more restrictive and/or maintenance intensive practices. The following table discusses why the unused green infrastructure practices were not feasible. 9 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN eCID PARTNERSHIP, LLP. Table 4: Non -Feasible Green Infrastructure Practices Green Infrastructure Practice Reason use is not feasible Natural Conservation Area Due to the existing topography and allowable density on the site the conservation of natural areas is not feasible. Riparian Buffers Due to the existing topography and allowable density on the site the use of buffers and filter strips is not feasible. Vegetated Swales The close proximity of the homes to eachother and the roadways does not allow for the use of vegetated Swales Tree Planting/Tree Pit While trees will either be saved or be planted on the site the resulting runoff reduction value for additional street trees is minimal. Stream Daylighting No existing piped streams are located on the site. Rain Gardens Rain gardens are less favorable than the drywells and infiltration trenches proposed due to maintenance concerns. Rooftop Disconnect The proposed roof runoff was accounted for in the porous pavement and infiltration devices. Green Roofs Green Roofs for residential homes are not feasible due to cost of construction and maintenance concerns. Stormwater Planters The proposed rooftops will drain to the proposed dry wells and infiltration trenches. Stormwater Planters would require greater homeowner maintenance as the methods currently implemented for runoff reduction Rain Barrels/Cisterns The proposed rooftops will drain to the proposed dry wells and infiltration trenches. Rain Barrels/Cisterns would require greater homeowner maintenance as the methods currently implemented for runoff reduction. 5.5.3 Channel Protection (CPv) In accordance with the NYS Stormwater Management Design Manual, stream channel protection, designed to protect stream channels from erosion, is accomplished by providing 24-hour extended detention of the one-year, 24-hour storm event. The Cp,, requirement is typically satisfied by providing additional storage above the water quality (WQv) volume. The one-year storm event was analyzed using the HydroCAD stormwater modeling program (TR -20) under the post development drainage conditions shown on Figure 3. Using a one-year, 24-hour design storm of 2.15 inches the required Cp,, was calculated as presented in Table 5. Table 5: Channel Protection Volume Summary 10 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN eCID PARTNERSHIP, LLP. *The WQv required for SMA#7 includes the remaining WQv from SMAs#2, #5 and #6 5.5.4 Overbank Flood (Qp) Overbank Flood Control Criteria has been established to limit the frequency and magnitude of out -of -bank flooding generated through changes in runoff characteristics as a result of increased impervious surface area. In accordance with the NYS Stormwater Management Design Manual, providing sufficient storage volume to attenuate the post development 10 - year, 24-hour peak discharge rate to the equivalent pre -development discharge rate controls overbank flooding. The 10 -year design storm event was analyzed using the HydroCAD stormwater modeling program (TR -20) under the post -development drainage conditions shown on Figure 3. Using a 10 -year, 24-hour design storm of 3.75 inches, the porous pavement, drywells, infiltration trenches and shallow grass depression were designed with sufficient storage volume to limit the post -development 10 -year, 24-hour peak discharge rate to the pre -development discharge rate. The following table presents the pre- and post -development discharge rates for the offsite discharge. As indicated, the post -development discharge rate is less than the pre - development rate as required. 11 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com 1 -Year Design Storm (in) Cpv (required) (ft3) Cp,, (provided) (ft3) SMA#1 2.15 165 750 SMA#2 2.15 2,734 2,640* SMA#3 2.15 229 220 SMA#4 2.15 571 1,440 SMA#5 2.15 405 300* SMA#6 2.15 277 245* SMA#7 2.15 231* 770 4,381 6,365 *The WQv required for SMA#7 includes the remaining WQv from SMAs#2, #5 and #6 5.5.4 Overbank Flood (Qp) Overbank Flood Control Criteria has been established to limit the frequency and magnitude of out -of -bank flooding generated through changes in runoff characteristics as a result of increased impervious surface area. In accordance with the NYS Stormwater Management Design Manual, providing sufficient storage volume to attenuate the post development 10 - year, 24-hour peak discharge rate to the equivalent pre -development discharge rate controls overbank flooding. The 10 -year design storm event was analyzed using the HydroCAD stormwater modeling program (TR -20) under the post -development drainage conditions shown on Figure 3. Using a 10 -year, 24-hour design storm of 3.75 inches, the porous pavement, drywells, infiltration trenches and shallow grass depression were designed with sufficient storage volume to limit the post -development 10 -year, 24-hour peak discharge rate to the pre -development discharge rate. The following table presents the pre- and post -development discharge rates for the offsite discharge. As indicated, the post -development discharge rate is less than the pre - development rate as required. 11 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com eCID ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. Table 6: Overbank Flow Runoff Summary Design Point 10 -year (3.75") runoff rate (cfs) Predevelopment Post -Development 1 0.17 0.17 2 0.00 0.00 T (TOTAL) 0.17 0.17 5.5.5 Extreme Storm (Qf) In accordance with the NYS Stormwater Management Design Manual, the stormwater management system must attenuate the post development 100 -year, 24-hour peak discharge rate to the predevelopment rate while providing safe passage of this storm event. The 100 -year storm event was analyzed using the HydroCAD stormwater modeling program (TR -20) under the post -development drainage conditions shown in Figure 3. Using a 100 -year, 24-hour design storm of 6.25 inches, the porous pavement, drywells, infiltration trenches and shallow grass depression were designed with sufficient storage volume to limit the post - development 100 -year, 24-hour peak discharge rate to the predevelopment discharge rate. The following table presents the pre and post -development discharge rates for the offsite discharge. As indicated, the post -development discharge rate is less than the predevelopment rate as required. Table 7: Extreme Storm Runoff Summary Design Point 100 -year (6.25") runoff rate (cfs) Predevelopment Post -Development A 1.07 0.79 B 1.23 0.26 T (TOTAL) 2.28 1.05 12 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN eco PARTNERSHIP, LLP. 6.0 Summary Development of the proposed property will change the stormwater drainage characteristics of the site; impervious area will be added and the site will be re -graded to support the proposed improvements. Changes to the stormwater drainage characteristics of the site have been evaluated in accordance with the NYS Stormwater Management Design Manual. The proposed stormwater management system has been designed to comply with the recommendations in the Design Manual related to water quality, runoff reduction, channel protection, overbank flood control and extreme flood control for new development projects. The proposed stormwater management system has been designed to attenuate and treat the stormwater runoff generated from the contributing areas for storm events up to and including the 100 -year design storm event. The proposed stormwater management design includes the use of porous pavement, drywells, infiltration trenches and a shallow grassed swale. Extended detention storage will be provided above the required water quality volume to meet detention (Qp) requirements. Stormwater modeling results, based on the proposed site layout, indicate the ability to reduce the overall post -development discharge rate from the site as summarized in Table 8. Table 8: Post Development Stormwater Peak Discharge Rates Peak Discharge Rates in cfs 1 -Year Storm 10 -Year Storm 100 -Year Storm Pre -Development 0.0 0.17 2.28 Post -Development 0.0 0.17 1.05 Overall Reduction (cfs) 0.0 0.0 1.23 Through the implementation of acceptable stormwater management practices, recommended by the NYS Stormwater Management Design Manual, the proposed project will not adversely affect adjacent or downstream properties. Prepared by: The Environmental Design Partnership, LLP Brandon M. Ferguson, P.E. 13 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN eCID PARTNERSHIP, LLP. NYSDEC, 1990. "Technical and Operational Guidance Series (5.1.8) Stormwater Management Guidelines for New Development", New York State Department of Environmental Conservation, Division of Water. NYSDEC, 1992. "Reducing the Impacts of Stormwater Runoff from New Development", New York State Department of Environmental Conservation, Division of Water. NYSDEC, 2015. "New York State Stormwater Management Design Manual", Center for Watershed Protection, Ellicott City, MD. Rawls, W.J., Brakensiek, D.L., and Saxton, K. E., 1982. "Estimation of Soil Properties", Transactions of the American Society of Agricultural Engineers, Vol. 25, No. J, pp. 1316-1320. S.C.S., 1982. "TR -20 Project Formulation -Hydrology, Technical Release No. 20", U.S. Department of Agriculture, Soil Conservation Service, Hydrology Unit Division of Engineering. United States Department of Agriculture, Web Soil Survey. Retrieved from https://websoilsurvey.sc.egov.usda.gov 14 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ODENVIRONMENTAL DESIGN PARTNERSHIP, LLP. Figures 1. Site Location map 2. Pre Development Drainage Map 3. Post Development Drainage Map 15 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN eCID PARTNERSHIP, LLP. Pripill„„):17,47frwi arcergiti orzvanDams=v rasitsliv vraitoga gossioml.liffr1 II illaW ir Fifitira 611111 111:r St .p/ittil sro KV"ay 40.....„--lizas w circular sr ; ge Cemetery Saratoga Race Cour. 9 conal Museum of e&Hall ofFame mw:41112°' Project Site Saratoga Casino Hotel Figure 1: Site Location Map C 16 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com Yo 1 MAP KEY TC PATH POND/SMA DESIGN POINT SUBCATCHMENT I.D. SUBCATCHMENT BOUNDARY 0 0 NOIS77V8 0 LA FINLEY STREET ASPHALT PAVEMENT 31b'OS OIHdV JO IV 'ON ] Inol3 H3J VMVN OlS 1N NdO13A3aald :31111 133HS D m II W 2J U) 0 z 0 m m PROPOSED STORMWATER DESIGN FOR BALLSTON AVE PARTNERS SARATOGA COUNTY LOCATED AT BALLSTON AVE NEW YORK CITY OF SARATOGA SPRINGS NOVEMBER 1, 2018 ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. 900 Route 146 Clifton Park, New York 12065 (518) 371-7621 edpllp.com O'\SARATOGA\Saratoga Springs\Route 50 - Ballston Ave\96 Gottriann\GInley Gottinann\05-dwg\Detalled Plans\STORMWATER ANALYSIS_GINLEY_GOTTMANN,dwg Nov 02, 2018 01 0 NOIS77V8 Y 1 MAP KEY TC PATH POND/SMA DESIGN POINT SUBCATCHMENT I.D. SUBCATCHMENT BOUNDARY 0 z n = z II mN M o H 0 FINLEY STREET ASPHALT PAVEMENT CA O m O 31b'OS OIHdV JO 'ON ] Inol3 H3PVAAVOJOiS 1N3Wd013A3a-1S0d :31111 133HS II W CM 0 z 0 m m PROPOSED STORMWATER DESIGN FOR BALLSTON AVE PARTNERS SARATOGA COUNTY LOCATED AT BALLSTON AVE NEW YORK CITY OF SARATOGA SPRINGS NOVEMBER 1, 2018 7 ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. 900 Route 146 Clifton Park, New York 12065 (518) 371-7621 edpllp.com O'\SARATOGA\Saratoga Springs\Route 50 - Ballston Ave\96 Gottriann\GInley Gottinann\05-dwg\Detalled Plans\STORMWATER ANALYSIS_GINLEY_GOTTMANN,dwg Nov 02, 2018 01 ENVIRONMENTAL DESIGN eCID PARTNERSHIP, LLP. Attachment A Water Quality Calculation 17 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com II II ENVIRONMENTAL DESIGN PARTNERSHIP, LLP 900 Route 146 Clifton Park, New York 12065 Phone:(518) 371-7621 FAX:(518) 371-9540 Runoff Reduction Volume (RRv) Calculations Project: Ballston Ave Partners Townhomes Date: 11/1/2018 Total Site Area = 1.37 acres Imp= 73.73 % Rv = 0.71357 Porous Pavement P = 1.1 in WQv = 3,904 cf I.D. Contributing WQv (cf) Area (sf) Stone Depth (ft) Porosity (%) Storage Volume (cf) Reduction (cf) 1 180 1880 1 40 750 180 2 2280 6590 1 40 2640 2280 3 220 730 1 40 290 220 Reduction from Green Infrastructure = 2,680 cf Q:\SARATOGA\Saratoga Springs\Route 50 - Ballston Ave\96 Gottmann\Ginley Gottmann\06-Engineering\Stormwater\RRv- Calcs.xls 11/2/2018 Runoff Reduction Volume (RRv) Calculations Project: Ballston Ave Partners Townhomes ENVIRONMENTAL DESIGN Date: 11/1/2018 PARTNERSHIP, LLP 900 Route 146 Clifton Park, New York 12065 Phone:(518) 371-7621 FAX:(518) 371-9540 Total Site Area = 1.37 acres 1= 73.73 % Rv = 0.71357 Drywells P = 1.1 in WQv = 3,904 cf Stormwater Management Practices I.D. WQv Provided (cf) % Reduction Max Reduction (cf) (Contributing WQv) Reduction (cf) DW 1,440 100 520 520 Infiltration Trenches I.D. WQv Provided (cf) % Reduction Max Reduction (cf) (Contributing WQv) Reduction (cf) T1 300 100 370 300 T2 245 100 300 245 Infiltration Basin (shallow grassed depression) I.D. WQv Provided (cf) % Reduction Max Reduction (cf) (Contributing WQv) Reduction (cf) D1 770 100 160 160 Reduction from Standard SMPs = 1,225 cf Reduction from GI = 2,680 cf Total Overall RRv = 3,905 cf WQV. Reduction= 100% Q:\SARATOGA\Saratoga Springs\Route 50 - Ballston Ave\96 Gottmann\Ginley Gottmann\06-Engineering\Stormwater\RRv- Calcs.xls 11/2/2018 ENVIRONMENTAL DESIGN eCID PARTNERSHIP, LLP. Attachment B Stormwater Modeling Calculations 18 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com <4S> /2I DEPRESSION <Subca> ROUTE 50 Reach TOTAL PREDEVELOPMENT RUNOFF Routing Diagram for GINLY_GOTTMANN_PREDEVELOPMENT Prepared by {enter your company name here}, Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC GINLY_GOTTMANN_PREDEVELOPMENT Prepared by {enter your company name here} HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.418 98 (1S, 2S, 3S, 4S) 0.401 39 >75% Grass cover, Good, HSG A (1S, 2S, 3S, 4S) 1.016 30 Woods, Good, HSG A (1S, 2S, 3S, 4S) 1.835 47 TOTAL AREA Printed 11/1/2018 Page 2 GINLY_GOTTMANN_PREDEVELOPMENT Prepared by {enter your company name here} HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 1.417 HSG A 1S, 2S, 3S, 4S 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.418 Other 1S, 2S, 3S, 4S 1.835 TOTAL AREA Printed 11/1/2018 Page 3 GINLY_GOTTMANN_PREDEVELOPMENT Prepared by {enter your company name here} HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Ground Covers (all nodes) Printed 11/1/2018 Page 4 HSG -A HSG -B HSG -C HSG -D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.000 0.000 0.418 0.418 15, 2S, 3S, 4S 0.401 0.000 0.000 0.000 0.000 0.401 >75% Grass cover, Good 1S, 2S, 3S, 4S 1.016 0.000 0.000 0.000 0.000 1.016 Woods, Good 1S, 2S, 3S, 4S 1.417 0.000 0.000 0.000 0.418 1.835 TOTAL AREA GINLY_GOTTMANN_PREDEVELOPMENT Type 1124 -hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 5 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlS: Runoff Area=18.560 sf 27.32% Impervious Runoff Depth>0.02" Flow Length=50' Tc=7.5 min CN=54 Runoff=0.00 cfs 0.001 af Subcatchment2S: Runoff Area=41.720 sf 15.29% Impervious Runoff Depth=0.00" Flow Length=315' Tc=11.1 min CN=41 Runoff=0.00 cfs 0.000 af Subcatchment3S: Runoff Area=9,480 sf 2.64% Impervious Runoff Depth=0.00" Flow Length=160' Tc=8.0 min CN=33 Runoff=0.00 cfs 0.000 af Subcatchment4S: Runoff Area=10.160 sf 63.98% Impervious Runoff Depth>0.46" Flow Length=60' Tc=6.1 min CN=75 Runoff=0.17 cfs 0.009 af Pond 1D: DEPRESSION Peak EIev=311.00' Storage=0 cf Inflow=0.00 cfs 0.000 af Outflow=0.00 cfs 0.000 af Pond 2D: DRYWELLS Peak EIev=315.27' Storage=89 cf Inflow=0.17 cfs 0.009 af Discarded=0.03 cfs 0.009 af Primary=0.00 cfs 0.000 af Outflow=0.03 cfs 0.009 af Link 1: ROUTE 50 Inflow=0.00 cfs 0.001 af Primary=0.00 cfs 0.001 af Link 2: ALLEY Inflow=0.00 cfs 0.000 af Primary=0.00 cfs 0.000 af Link T: TOTAL PREDEVELOPMENTRUNOFF Inflow=0.00 cfs 0.001 af Primary=0.00 cfs 0.001 af Total Runoff Area = 1.835 ac Runoff Volume = 0.010 of Average Runoff Depth = 0.06" 77.23% Pervious = 1.417 ac 22.77% Impervious = 0.418 ac GINLY_GOTTMANN_PREDEVELOPMENT Type 1124 -hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 1S: Runoff = 0.00 cfs @ 18.02 hrs, Volume= 0.001 af, Depth> 0.02" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 YR Rainfall=2.15" Area (sf) CN Description 5,070 10,410 3,080 18,560 13,490 5,070 Tc Length (min) (feet) 98 39 >75% Grass cover, Good, HSG A 30 Woods, Good, HSG A 54 Weighted Average 72.68% Pervious Area 27.32% Impervious Area Slope Velocity (ft/ft) (ft/sec) Capacity Description (cfs) 3.6 25 0.1500 0.12 0.1 5 0.0200 3.8 20 0.0300 0.67 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" Sheet Flow, SHEET FLOW Grass: Dense n= 0.240 P2= 2.50" 7.5 50 Total Summary for Subcatchment 2S: Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 YR Rainfall=2.15" Area (sf) 6,380 31,300 4,040 41,720 35,340 6,380 Tc Length (min) (feet) CN 98 30 39 41 Description Woods, Good, HSG A >75% Grass cover, Good, HSG A Weighted Average 84.71% Pervious Area 15.29% Impervious Area Slope Velocity (ft/ft) (ft/sec) Capacity Description (cfs) 6.1 40 0.1000 5.0 275 0.0330 0.11 Sheet Flow, SHEET FLOW Woods: Light underbrush n= 0.400 P2= 2.50" 0.91 Shallow Concentrated Flow, SHALLOW ONC. Woodland Kv= 5.0 fps 11.1 315 Total GINLY_GOTTMANN_PREDEVELOPMENT Type 1124 -hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 3S: Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 YR Rainfall=2.15" Area (sf) CN Description 250 98 1,050 39 >75% Grass cover, Good, HSG A 8,180 30 Woods, Good, HSG A 9,480 33 Weighted Average 9,230 97.36% Pervious Area 250 2.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.5 60 0.0700 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 1.5 100 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 8.0 160 Total Summary for Subcatchment 4S: Runoff = 0.17 cfs @ 11.99 hrs, Volume= 0.009 af, Depth> 0.46" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 YR Rainfall=2.15" Area (sf) CN Description 1,950 39 >75% Grass cover, Good, HSG A 6,500 98 1,710 30 Woods, Good, HSG A 10,160 75 Weighted Average 3,660 36.02% Pervious Area 6,500 63.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 40 0.1250 0.12 Sheet Flow, SHEET FLOW Woods: Light underbrush n= 0.400 P2= 2.50" 0.5 20 0.0100 0.67 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 6.1 60 Total GINLY_GOTTMANN_PREDEVELOPMENT Type 1124 -hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 8 Summary for Pond 1D: DEPRESSION Inflow Area = 0.958 ac, 15.29% Impervious, Inflow Depth = 0.00" for 1 YR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-lnd method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 311.00' @ 0.00 hrs Surf.Area= 580 sf Storage= 0 cf Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 311.00' 4,755 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 311.00 580 140.0 0 0 580 312.00 2,240 240.0 1,320 1,320 3,610 313.00 4,790 330.0 3,435 4,755 7,702 Device Routing Invert Outlet Devices #1 Primary 313.00' 10.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=311.00' (Free Discharge) 4-1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 2D: DRYWELLS Inflow Area = 0.233 ac, 63.98% Impervious, Inflow Depth > 0.46" for 1 YR event Inflow = 0.17 cfs @ 11.99 hrs, Volume= 0.009 af Outflow = 0.03 cfs @ 11.85 hrs, Volume= 0.009 af, Atten= 83%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.85 hrs, Volume= 0.009 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 315.27' @ 12.28 hrs Surf.Area= 157 sf Storage= 89 cf Plug -Flow detention time= 18.6 min calculated for 0.009 of (100% of inflow) Center -of -Mass det. time= 18.0 min ( 902.0 - 884.0 ) GINLY_GOTTMANN_PREDEVELOPMENT Type 1124 -hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 9 Volume Invert Avail.Storage Storage Description #1 319.40' 578 cf PONDING (Irregular)Listed below (Recalc) -Impervious #2 315.00' 226 cf 6.00'D x 4.00'H DRYWELLS x 2 Inside #3 #3 314.00' 224 cf 10.00'D x 5.00'H Vertical Cone/Cylinderx 2 785 cf Overall - 226 cf Embedded = 559 cf x 40.0% Voids Elevation (feet) 319.40 320.00 Surf.Area (sq -ft) 4 2,780 1,028 cf Perim. (feet) 4.0 260.0 Total Available Storage Inc.Store (cubic -feet) 0 578 Device Routing Invert Outlet Devices Cum.Store (cubic -feet) 0 578 Wet.Area (sq -ft) 4 5,383 #1 Primary 319.75' 10.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 314.00' 8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.03 cfs @ 11.85 hrs HW=314.06' (Free Discharge) 4-2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=314.00' (Free Discharge) 4-1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Inflow Area = Inflow = Primary = Summary for Link 1: ROUTE 50 0.426 ac, 27.32% Impervious, Inflow Depth > 0.02" for 1 YR event 0.00 cfs @ 18.02 hrs, Volume= 0.001 af 0.00 cfs @ 18.02 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Inflow Area = Inflow = Primary = Summary for Link 2: ALLEY 1.409 ac, 21.40% Impervious, Inflow Depth = 0.00" for 1 YR event 0.00 cfs @ 0.00 hrs, Volume= 0.000 af 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Inflow Area = Inflow = Primary = Summary for Link T: TOTAL PREDEVELOPMENT RUNOFF 1.835 ac, 22.77% Impervious, Inflow Depth > 0.01" for 1 YR event 0.00 cfs @ 18.02 hrs, Volume= 0.001 af 0.00 cfs @ 18.02 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs GINLY_GOTTMANN_PREDEVELOPMENT Type 1124 -hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Pape 10 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlS: Runoff Area=18.560 sf 27.32% Impervious Runoff Depth>0.40" Flow Length=50' Tc=7.5 min CN=54 Runoff=0.17 cfs 0.014 af Subcatchment2S: Runoff Area=41.720 sf 15.29% Impervious Runoff Depth>0.05" Flow Length=315' Tc=11.1 min CN=41 Runoff=0.00 cfs 0.004 af Subcatchment3S: Runoff Area=9,480 sf 2.64% Impervious Runoff Depth=0.00" Flow Length=160' Tc=8.0 min CN=33 Runoff=0.00 cfs 0.000 af Subcatchment4S: Runoff Area=10.160 sf 63.98% Impervious Runoff Depth>1.48" Flow Length=60' Tc=6.1 min CN=75 Runoff=0.60 cfs 0.029 af Pond 1D: DEPRESSION Peak Elev=311.24' Storage=170 cf Inflow=0.00 cfs 0.004 af Outflow=0.00 cfs 0.000 af Pond 2D: DRYWELLS Peak Elev=319.74' Storage=569 cf Inflow=0.60 cfs 0.029 af Discarded=0.03 cfs 0.029 af Primary=0.00 cfs 0.000 af Outflow=0.03 cfs 0.029 af Link 1: ROUTE 50 Inflow=0.17 cfs 0.014 of Primary=0.17 cfs 0.014 af Link 2: ALLEY Inflow=0.00 cfs 0.000 af Primary=0.00 cfs 0.000 af Link T: TOTAL PREDEVELOPMENTRUNOFF Inflow=0.17 cfs 0.014 af Primary=0.17 cfs 0.014 af Total Runoff Area = 1.835 ac Runoff Volume = 0.047 of Average Runoff Depth = 0.31" 77.23% Pervious = 1.417 ac 22.77% Impervious = 0.418 ac GINLY_GOTTMANN_PREDEVELOPMENT Type 1124 -hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 1S: Runoff = 0.17 cfs @ 12.03 hrs, Volume= 0.014 af, Depth> 0.40" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 YR Rainfall=3.75" Area (sf) CN Description 5,070 98 10,410 39 >75% Grass cover, Good, HSG A 3,080 30 Woods, Good, HSG A 18,560 13,490 5,070 Tc Length (min) (feet) 54 Weighted Average 72.68% Pervious Area 27.32% Impervious Area Slope Velocity (ft/ft) (ft/sec) Capacity Description (cfs) 3.6 25 0.1500 0.12 0.1 5 0.0200 3.8 20 0.0300 0.67 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" Sheet Flow, SHEET FLOW Grass: Dense n= 0.240 P2= 2.50" 7.5 50 Total Summary for Subcatchment 2S: Runoff = 0.00 cfs @ 17.60 hrs, Volume= 0.004 af, Depth> 0.05" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 YR Rainfall=3.75" Area (sf) CN Description 6,380 98 31,300 30 Woods, Good, HSG A 4,040 39 >75% Grass cover, Good, HSG A 41,720 35,340 6,380 Tc Length (min) (feet) 41 Weighted Average 84.71% Pervious Area 15.29% Impervious Area Slope Velocity (ft/ft) (ft/sec) Capacity Description (cfs) 6.1 40 0.1000 5.0 275 0.0330 0.11 Sheet Flow, SHEET FLOW Woods: Light underbrush n= 0.400 P2= 2.50" 0.91 Shallow Concentrated Flow, SHALLOW ONC. Woodland Kv= 5.0 fps 11.1 315 Total GINLY_GOTTMANN_PREDEVELOPMENT Type 1124 -hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 3S: Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 YR Rainfall=3.75" Area (sf) CN Description 250 98 1,050 39 >75% Grass cover, Good, HSG A 8,180 30 Woods, Good, HSG A 9,480 33 Weighted Average 9,230 97.36% Pervious Area 250 2.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.5 60 0.0700 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 1.5 100 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 8.0 160 Total Summary for Subcatchment 4S: Runoff = 0.60 cfs @ 11.98 hrs, Volume= 0.029 af, Depth> 1.48" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 YR Rainfall=3.75" Area (sf) CN Description 1,950 39 >75% Grass cover, Good, HSG A 6,500 98 1,710 30 Woods, Good, HSG A 10,160 75 Weighted Average 3,660 36.02% Pervious Area 6,500 63.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 40 0.1250 0.12 Sheet Flow, SHEET FLOW Woods: Light underbrush n= 0.400 P2= 2.50" 0.5 20 0.0100 0.67 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 6.1 60 Total GINLY_GOTTMANN_PREDEVELOPMENT Type 1124 -hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 13 Summary for Pond 1D: DEPRESSION Inflow Area = 0.958 ac, 15.29% Impervious, Inflow Depth > 0.05" for 10 YR event Inflow = 0.00 cfs @ 17.60 hrs, Volume= 0.004 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 311.24' @ 24.00 hrs Surf.Area= 874 sf Storage= 170 cf Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 311.00' 4,755 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 311.00 580 140.0 0 0 580 312.00 2,240 240.0 1,320 1,320 3,610 313.00 4,790 330.0 3,435 4,755 7,702 Device Routing Invert Outlet Devices #1 Primary 313.00' 10.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=311.00' (Free Discharge) 4-1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 2D: DRYWELLS Inflow Area = 0.233 ac, 63.98% Impervious, Inflow Depth > 1.48" for 10 YR event Inflow = 0.60 cfs @ 11.98 hrs, Volume= 0.029 af Outflow = 0.03 cfs @ 11.65 hrs, Volume= 0.029 af, Atten= 95%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.65 hrs, Volume= 0.029 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 319.74' @ 13.46 hrs Surf.Area= 157 sf Storage= 569 cf Plug -Flow detention time= 190.9 min calculated for 0.029 af (100% of inflow) Center -of -Mass det. time= 190.1 min ( 1,035.6 - 845.5 ) GINLY_GOTTMANN_PREDEVELOPMENT Type 1124 -hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 14 Volume Invert Avail.Storage Storage Description #1 319.40' 578 cf PONDING (Irregular)Listed below (Recalc) -Impervious #2 315.00' 226 cf 6.00'D x 4.00'H DRYWELLS x 2 Inside #3 #3 314.00' 224 cf 10.00'D x 5.00'H Vertical Cone/Cylinderx 2 785 cf Overall - 226 cf Embedded = 559 cf x 40.0% Voids Elevation (feet) 319.40 320.00 Surf.Area (sq -ft) 4 2,780 1,028 cf Perim. (feet) 4.0 260.0 Total Available Storage Inc.Store (cubic -feet) 0 578 Device Routing Invert Outlet Devices Cum.Store (cubic -feet) 0 578 Wet.Area (sq -ft) 4 5,383 #1 Primary 319.75' 10.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 314.00' 8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.03 cfs @ 11.65 hrs HW=314.09' (Free Discharge) 4-2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=314.00' (Free Discharge) 4-1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Inflow Area = Inflow = Primary = Summary for Link 1: ROUTE 50 0.426 ac, 27.32% Impervious, Inflow Depth > 0.40" for 10 YR event 0.17 cfs @ 12.03 hrs, Volume= 0.014 af 0.17 cfs @ 12.03 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Inflow Area = Inflow = Primary = Summary for Link 2: ALLEY 1.409 ac, 21.40% Impervious, Inflow Depth = 0.00" for 10 YR event 0.00 cfs @ 0.00 hrs, Volume= 0.000 af 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Inflow Area = Inflow = Primary = Summary for Link T: TOTAL PREDEVELOPMENT RUNOFF 1.835 ac, 22.77% Impervious, Inflow Depth > 0.09" for 10 YR event 0.17 cfs @ 12.03 hrs, Volume= 0.014 af 0.17 cfs @ 12.03 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs GINLY_GOTTMANN_PREDEVELOPMENT Type 1124 -hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 15 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlS: Runoff Area=18.560 sf 27.32% Impervious Runoff Depth>1.58" Flow Length=50' Tc=7.5 min CN=54 Runoff=1.07 cfs 0.056 af Subcatchment2S: Runoff Area=41.720 sf 15.29% Impervious Runoff Depth>0.64" Flow Length=315' Tc=11.1 min CN=41 Runoff=0.51 cfs 0.051 af Subcatchment3S: Runoff Area=9,480 sf 2.64% Impervious Runoff Depth>0.21" Flow Length=160' Tc=8.0 min CN=33 Runoff=0.01 cfs 0.004 af Subcatchment4S: Runoff Area=10.160 sf 63.98% Impervious Runoff Depth>3.49" Flow Length=60' Tc=6.1 min CN=75 Runoff=1.39 cfs 0.068 af Pond 1D: DEPRESSION Peak Elev=312.34' Storage=2,211 cf Inflow=0.51 cfs 0.051 af Outflow=0.00 cfs 0.000 af Pond 2D: DRYWELLS Peak Elev=319.88' Storage=750 cf Inflow=1.39 cfs 0.068 af Discarded=0.03 cfs 0.034 af Primary=1.23 cfs 0.028 af Outflow=1.26 cfs 0.061 af Link 1: ROUTE 50 Inflow=1.07 cfs 0.056 of Primary=1.07 cfs 0.056 af Link 2: ALLEY Inflow=1.23 cfs 0.031 af Primary=1.23 cfs 0.031 af Link T: TOTAL PREDEVELOPMENTRUNOFF Inflow=2.28 cfs 0.087 af Primary=2.28 cfs 0.087 af Total Runoff Area = 1.835 ac Runoff Volume = 0.179 of Average Runoff Depth = 1.17" 77.23% Pervious = 1.417 ac 22.77% Impervious = 0.418 ac GINLY_GOTTMANN_PREDEVELOPMENT Type 1124 -hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 1S: Runoff = 1.07 cfs @ 12.00 hrs, Volume= 0.056 af, Depth> 1.58" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 YR Rainfall=6.25" Area (sf) CN Description 5,070 98 10,410 39 >75% Grass cover, Good, HSG A 3,080 30 Woods, Good, HSG A 18,560 13,490 5,070 Tc Length (min) (feet) 54 Weighted Average 72.68% Pervious Area 27.32% Impervious Area Slope Velocity (ft/ft) (ft/sec) Capacity Description (cfs) 3.6 25 0.1500 0.12 0.1 5 0.0200 3.8 20 0.0300 0.67 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" Sheet Flow, SHEET FLOW Grass: Dense n= 0.240 P2= 2.50" 7.5 50 Total Summary for Subcatchment 2S: Runoff = 0.51 cfs @ 12.07 hrs, Volume= 0.051 af, Depth> 0.64" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 YR Rainfall=6.25" Area (sf) CN Description 6,380 98 31,300 30 Woods, Good, HSG A 4,040 39 >75% Grass cover, Good, HSG A 41,720 35,340 6,380 41 Weighted Average 84.71% Pervious Area 15.29% Impervious Area Tc Length Slope Velocity (min) (feet) (ft/ft) (ft/sec) Capacity Description (cfs) 6.1 40 0.1000 0.11 5.0 275 0.0330 0.91 Sheet Flow, SHEET FLOW Woods: Light underbrush n= 0.400 P2= 2.50" Shallow Concentrated Flow, SHALLOW ONC. Woodland Kv= 5.0 fps 11.1 315 Total GINLY_GOTTMANN_PREDEVELOPMENT Type 1124 -hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 3S: Runoff = 0.01 cfs @ 12.46 hrs, Volume= 0.004 af, Depth> 0.21" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 YR Rainfall=6.25" Area (sf) CN Description 250 98 1,050 39 >75% Grass cover, Good, HSG A 8,180 30 Woods, Good, HSG A 9,480 33 Weighted Average 9,230 97.36% Pervious Area 250 2.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.5 60 0.0700 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 1.5 100 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 8.0 160 Total Summary for Subcatchment 4S: Runoff = 1.39 cfs @ 11.97 hrs, Volume= 0.068 af, Depth> 3.49" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 YR Rainfall=6.25" Area (sf) CN Description 1,950 39 >75% Grass cover, Good, HSG A 6,500 98 1,710 30 Woods, Good, HSG A 10,160 75 Weighted Average 3,660 36.02% Pervious Area 6,500 63.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 40 0.1250 0.12 Sheet Flow, SHEET FLOW Woods: Light underbrush n= 0.400 P2= 2.50" 0.5 20 0.0100 0.67 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 6.1 60 Total GINLY_GOTTMANN_PREDEVELOPMENT Type 1124 -hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 18 Inflow Area = Inflow = Outflow = Primary = Summary for Pond 1D: DEPRESSION 0.958 ac, 15.29% Impervious, Inflow Depth > 0.64" for 100 YR event 0.51 cfs @ 12.07 hrs, Volume= 0.051 af 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-lnd method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 312.34' @ 24.00 hrs Surf.Area= 3,003 sf Storage= 2,211 cf Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 311.00' 4,755 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation (feet) 311.00 312.00 313.00 Surf.Area Perim. (sq -ft) (feet) 580 140.0 2,240 240.0 4,790 330.0 Inc.Store (cubic -feet) 0 1,320 3,435 Device Routing Invert Outlet Devices Cum.Store (cubic -feet) 0 1,320 4,755 Wet.Area (sq -ft) 580 3,610 7,702 #1 Primary 313.00' 10.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=311.00' (Free Discharge) 4-1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Inflow Area = Inflow = Outflow = Discarded = Primary = Summary for Pond 2D: DRYWELLS 0.233 ac, 63.98% Impervious, Inflow Depth > 3.49" for 100 YR event 1.39 cfs @ 11.97 hrs, Volume= 0.068 af 1.26 cfs @ 12.02 hrs, Volume= 0.061 af, Atten= 9%, Lag= 2.8 min 0.03 cfs @ 10.90 hrs, Volume= 0.034 af 1.23 cfs @ 12.02 hrs, Volume= 0.028 af Routing by Stor-Ind method, Time Span= 0.00-24.00 Peak Elev= 319.88' @ 12.02 hrs Surf.Area= 157 sf Plug -Flow detention time= 122.9 min calculated for 0. Center -of -Mass det. time= 74.5 min ( 895.3 - 820.9 ) hrs, dt= 0.05 hrs Storage= 750 cf 061 of (91% of inflow) GINLY_GOTTMANN_PREDEVELOPMENT Type 1124 -hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 sin 00476 © 2017 HydroCAD Software Solutions LLC Page 19 Volume Invert Avail.Storage Storage Description #1 319.40' 578 cf PONDING (Irregular)Listed below (Recalc) -Impervious #2 315.00' 226 cf 6.00'D x 4.00'H DRYWELLS x 2 Inside #3 #3 314.00' 224 cf 10.00'D x 5.00'H Vertical Cone/Cylinderx 2 785 cf Overall - 226 cf Embedded = 559 cf x 40.0% Voids Elevation (feet) 319.40 320.00 Surf.Area (sq -ft) 4 2,780 1,028 cf Perim. (feet) 4.0 260.0 Total Available Storage Inc.Store (cubic -feet) 0 578 Device Routing Invert Outlet Devices Cum.Store (cubic -feet) 0 578 Wet.Area (sq -ft) 4 5,383 #1 Primary 319.75' 10.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 314.00' 8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.03 cfs @ 10.90 hrs HW=314.06' (Free Discharge) 4-2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=1.13 cfs @ 12.02 hrs HW=319.87' (Free Discharge) 4-1=Broad-Crested Rectangular Weir(Weir Controls 1.13 cfs @ 0.93 fps) Inflow Area = Inflow = Primary = Summary for Link 1: ROUTE 50 0.426 ac, 27.32% Impervious, Inflow Depth > 1.58" for 100 YR event 1.07 cfs @ 12.00 hrs, Volume= 0.056 af 1.07 cfs @ 12.00 hrs, Volume= 0.056 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Inflow Area = Inflow = Primary = Summary for Link 2: ALLEY 1.409 ac, 21.40% Impervious, Inflow Depth > 0.27" for 100 YR event 1.23 cfs @ 12.02 hrs, Volume= 0.031 af 1.23 cfs @ 12.02 hrs, Volume= 0.031 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Inflow Area = Inflow = Primary = Summary for Link T: TOTAL PREDEVELOPMENT RUNOFF 1.835 ac, 22.77% Impervious, Inflow Depth > 0.57" for 100 YR event 2.28 cfs @ 12.01 hrs, Volume= 0.087 af 2.28 cfs @ 12.01 hrs, Volume= 0.087 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs POROUS PAVEMENT 4ubca> P2 POROUS PAVEME Reach 0'(6S) 5S (4S) 0 (8s b b b I 6P D 8P YARD DRAIN YARD DRAIN POROUS PAVEMENT D YARD DRAIN D ----------..D YARD DRAIN (13S) \ I A,_________,> ________-n D1 G-----__ A, INF TRENCH 1S a SHALLOW�RASSED DEPR SSION INF TRENCH a�- ALLE —, ROUTE 50 a TOTAL PREDEVELOPMENT RUNOFF (10S) YARD D DRYWELLS Routing Diagram for GINLY_GOTTMANN_POST_DEVELOPMENT Prepared by {enter your company name here), Printed 11/1/2018 HydroCAD® 10.00-20 sin 00476 © 2017 HydroCAD Software Solutions LLC GINLY_GOTTMANN_POST_DEVELOPMENT Prepared by {enter your company name here} HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) Printed 11/1/2018 Page 2 1.109 98 (1S, 2S, 3S, 4S, 5S, 6S, 7S, 8S, 9S, 10S, 11S, 12S, 13S) 0.707 39 >75% Grass cover, Good, HSG A (1S, 2S, 3S, 4S, 5S, 6S, 7S, 8S, 9S, 10S, 11S, 12S, 13S) 0.015 30 Woods, Good, HSG A (10S) 1.830 75 TOTAL AREA GINLY_GOTTMANN_POST_DEVELOPMENT Prepared by {enter your company name here} HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.721 HSG A 15, 2S, 3S, 4S, 5S, 6S, 7S, 8S, 9S, 10S, 11 S, 12S, 13S 0.000 HSG B 0.000 HSG C 0.000 HSG D 1.109 Other 1S, 2S, 3S, 4S, 5S, 6S, 7S, 8S, 9S, 10S, 11S, 12S, 13S 1.830 TOTAL AREA Printed 11/1/2018 Page 3 GINLY_GOTTMANN_POST_DEVELOPMENT Prepared by {enter your company name here} HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Ground Covers (all nodes) Printed 11/1/2018 Page 4 HSG -A HSG -B HSG -C HSG -D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.000 0.000 1.109 1.109 1S, 2S, 3S, 4S, 5S, 6S, 7S, 8S, 9S, 10S, 11S, 12S, 13S 0.707 0.000 0.000 0.000 0.000 0.707 >75% Grass cover, Good 1S, 2S, 3S, 4S, 5S, 6S, 7S, 8S, 9S, 10S, 11S, 12S, 13S 0.015 0.000 0.000 0.000 0.000 0.015 Woods, Good 10S 0.721 0.000 0.000 0.000 1.109 1.830 TOTAL AREA GINLY_GOTTMANN_POST_DEVELOPMENT Prepared by {enter your company name here} HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Printed 11/1/2018 Page 5 Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Inside -Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 6P 2 8P 3 10P 4 12P 5 14P 6 P2 7 T1 8 T2 318.00 317.50 317.25 317.00 316.85 319.40 311.50 311.50 317.50 317.25 317.00 316.85 316.20 311.25 311.25 311.25 51.0 51.0 52.0 32.0 126.0 70.0 10.0 10.0 0.0098 0.0049 0.0048 0.0047 0.0052 0.1164 0.0250 0.0250 0.012 0.012 0.012 0.012 0.012 0.010 0.010 0.010 8.0 8.0 8.0 8.0 8.0 4.0 6.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 6 Time span=0.00-100.00 hrs, dt=0.05 hrs, 2001 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlS: Subcatchment2S: Subcatchment3S: Subcatchment4S: Subcatchment5S: Subcatchment6S: Subcatchment7S: Subcatchment8S: Subcatchment9S: SubcatchmentlOS: Subcatchment11S: Subcatchmentl2S: Subcatchmentl3S: Pond 6P: YARD DRAIN Pond 8P: YARD DRAIN Pond 10P: YARD DRAIN Runoff Area=11.670 sf 28.79% Impervious Runoff Depth=0.04" Flow Length=25' Tc=6.0 min CN=56 Runoff=0.00 cfs 0.001 af Runoff Area=2,820 sf 70.92% Impervious Runoff Depth=0.70" Tc=230.0 min CN=81 Runoff=0.01 cfs 0.004 af Runoff Area=900 sf 77.78% Impervious Runoff Depth=0.91" Flow Length=25' Slope=0.5000 '/' Tc=6.0 min CN=85 Runoff=0.03 cfs 0.002 af Runoff Area=1,620 sf 77.78% Impervious Runoff Depth=0.91" Flow Length=25' Slope=0.5000 '/' Tc=6.0 min CN=85 Runoff=0.06 cfs 0.003 af Runoff Area=1,770 sf 79.66% Impervious Runoff Depth=0.96" Flow Length=25' Slope=0.5000 '/' Tc=6.0 min CN=86 Runoff=0.07 cfs 0.003 af Runoff Area=1,770 sf 79.66% Impervious Runoff Depth=0.96" Flow Length=25' Slope=0.5000 '/' Tc=6.0 min CN=86 Runoff=0.07 cfs 0.003 af Runoff Area=1,440 sf 75.00% Impervious Runoff Depth=0.80" Flow Length=25' Slope=0.5000 '/' Tc=6.0 min CN=83 Runoff=0.05 cfs 0.002 af Runoff Area=3,230 sf 75.85% Impervious Runoff Depth=0.85" Tc=230.0 min CN=84 Runoff=0.01 cfs 0.005 af Runoff Area=32.030 sf 80.80% Impervious Runoff Depth=1.02" Tc=230.0 min CN=87 Runoff=0.14 cfs 0.063 af Runoff Area=10.100 sf 9.90% Impervious Runoff Depth=0.00" Flow Length=395' Tc=6.0 min CN=44 Runoff=0.00 cfs 0.000 af Runoff Area=5,360 sf 77.24% Impervious Runoff Depth=0.91" Flow Length=25' Slope=0.5000 '/' Tc=6.0 min CN=85 Runoff=0.19 cfs 0.009 af Runoff Area=2,290 sf 12.23% Impervious Runoff Depth=0.00" Flow Length=30' Slope=0.3000 '/' Tc=6.0 min CN=46 Runoff=0.00 cfs 0.000 af Runoff Area=4,730 sf 70.61% Impervious Runoff Depth=0.70" Flow Length=25' Slope=0.5000 '/' Tc=6.0 min CN=81 Runoff=0.13 cfs 0.006 af Peak Elev=318.13' Inflow=0.05 cfs 0.002 af 8.0" Round Culvert n=0.012 L=51.0' S=0.0098 '/' Outflow=0.05 cfs 0.002 af Peak Elev=317.72' Inflow=0.11 cfs 0.005 af 8.0" Round Culvert n=0.012 L=51.0' S=0.0049 '/' Outflow=0.11 cfs 0.005 af Peak Elev=317.53' Inflow=0.18 cfs 0.009 af 8.0" Round Culvert n=0.012 L=52.0' S=0.0048 '/' Outflow=0.18 cfs 0.009 af GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 7 Pond 12P: YARD DRAIN Peak Elev=317.34' Inflow=0.24 cfs 0.012 af 8.0" Round Culvert n=0.012 L=32.0' S=0.0047 '/' Outflow=0.24 cfs 0.012 af Pond 14P: YARD DRAIN Peak Elev=317.19' Inflow=0.27 cfs 0.013 af 8.0" Round Culvert n=0.012 L=126.0' S=0.0052 '/' Outflow=0.27 cfs 0.013 af Pond D1: SHALLOWGRASSED DEPRESSION Peak EIev=311.00' Storage=0 cf Inflow=0.00 cfs 0.000 af Discarded=0.00 cfs 0.000 af Primary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.000 af Pond DW: DRYWELLS Peak EIev=314.52' Storage=106 cf Inflow=0.27 cfs 0.013 af Outflow=0.09 cfs 0.013 af Pond P1: POROUS PAVEMENT Peak EIev=317.95' Storage=0 cf Inflow=0.01 cfs 0.004 af Outflow=0.01 cfs 0.004 af Pond P2: POROUS PAVEMENT Peak EIev=318.50' Storage=4 cf Inflow=0.14 cfs 0.063 af Discarded=0.14 cfs 0.063 af Primary=0.00 cfs 0.000 af Outflow=0.14 cfs 0.063 af Pond P3: POROUS PAVEMENT Peak EIev=317.60' Storage=0 cf Inflow=0.01 cfs 0.005 af Outflow=0.01 cfs 0.005 af Pond T1: INF TRENCH Peak EIev=309.96' Storage=69 cf Inflow=0.19 cfs 0.009 af Discarded=0.07 cfs 0.009 af Primary=0.00 cfs 0.000 af Outflow=0.07 cfs 0.009 af Pond T2: INF TRENCH Peak EIev=309.81' Storage=37 cf Inflow=0.13 cfs 0.006 af Discarded=0.06 cfs 0.006 af Primary=0.00 cfs 0.000 af Outflow=0.06 cfs 0.006 af Link 1: ROUTE 50 Inflow=0.00 cfs 0.001 af Primary=0.00 cfs 0.001 af Link 2: ALLEY Inflow=0.00 cfs 0.000 af Primary=0.00 cfs 0.000 af Link T: TOTAL PREDEVELOPMENTRUNOFF Inflow=0.00 cfs 0.001 af Primary=0.00 cfs 0.001 af Total Runoff Area = 1.830 ac Runoff Volume = 0.101 af Average Runoff Depth = 0.67" 39.41% Pervious = 0.721 ac 60.59% Impervious = 1.109 ac GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 1S: Runoff = 0.00 cfs @ 15.09 hrs, Volume= 0.001 af, Depth= 0.04" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 YR Rainfall=2.15" Area (sf) CN Description 3,360 98 8,310 39 >75% Grass cover, Good, HSG A 11,670 56 Weighted Average 8,310 71.21% Pervious Area 3,360 28.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 5 0.0200 0.68 3.7 20 0.0300 0.09 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" Sheet Flow, Grass: Dense n= 0.240 P2= 2.60" 3.8 25 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 2S: Runoff = 0.01 cfs @ 15.09 hrs, Volume= 0.004 af, Depth= 0.70" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 YR Rainfall=2.15" Area (sf) CN Description 2,000 98 820 39 >75% Grass cover, Good, HSG A 2,820 81 Weighted Average 820 29.08% Pervious Area 2,000 70.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 230.0 Direct Entry, Summary for Subcatchment 3S: Runoff = 0.03 cfs @ 11.98 hrs, Volume= 0.002 af, Depth= 0.91" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 YR Rainfall=2.15" GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 9 Area (sf) CN Description 200 39 >75% Grass cover, Good, HSG A 700 98 900 85 Weighted Average 200 22.22% Pervious Area 700 77.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 4S: Runoff = 0.06 cfs @ 11.98 hrs, Volume= 0.003 af, Depth= 0.91" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 YR Rainfall=2.15" Area (sf) CN Description 360 39 >75% Grass cover, Good, HSG A 1,260 98 1,620 85 Weighted Average 360 22.22% Pervious Area 1,260 77.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 5S: Runoff = 0.07 cfs @ 11.97 hrs, Volume= 0.003 af, Depth= 0.96" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 YR Rainfall=2.15" Area (sf) CN Description 360 39 >75% Grass cover, Good, HSG A 1,410 98 1,770 86 Weighted Average 360 20.34% Pervious Area 1,410 79.66% Impervious Area GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 10 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 6S: Runoff = 0.07 cfs @ 11.97 hrs, Volume= 0.003 af, Depth= 0.96" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 YR Rainfall=2.15" Area (sf) CN Description 360 39 >75% Grass cover, Good, HSG A 1,410 98 1,770 86 Weighted Average 360 20.34% Pervious Area 1,410 79.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 7S: Runoff = 0.05 cfs @ 11.98 hrs, Volume= 0.002 af, Depth= 0.80" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 YR Rainfall=2.15" Area (sf) CN Description 360 39 >75% Grass cover, Good, HSG A 1,080 98 1,440 83 Weighted Average 360 25.00% Pervious Area 1,080 75.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc = 6.0 min GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 8S: Runoff = 0.01 cfs @ 15.08 hrs, Volume= 0.005 af, Depth= 0.85" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 YR Rainfall=2.15" Area (sf) CN Description * 2,450 98 780 39 >75% Grass cover, Good, HSG A 3,230 84 Weighted Average 780 24.15% Pervious Area 2,450 75.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 230.0 Direct Entry, Summary for Subcatchment 9S: Runoff = 0.14 cfs @ 15.06 hrs, Volume= 0.063 af, Depth= 1.02" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 YR Rainfall=2.15" Area (sf) CN Description 25,880 98 6,150 39 >75% Grass cover, Good, HSG A 32,030 87 Weighted Average 6,150 19.20% Pervious Area 25,880 80.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 230.0 Direct Entry, Summary for Subcatchment 10S: Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 YR Rainfall=2.15" Area (sf) CN Description 1,000 98 640 30 Woods, Good, HSG A 8,460 39 >75% Grass cover, Good, HSG A 10,100 44 Weighted Average 9,100 90.10% Pervious Area 1,000 9.90% Impervious Area GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 12 Tc (min) Length Slope Velocity Capacity (feet) (ft/ft) (ft/sec) (cfs) Description 2.6 25 0.1200 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.60" 2.4 370 0.0220 2.55 2.39 Trap/Vee/Rect Channel Flow, Bot.W=3.00' D=0.25' Z= 3.0 '/' Top.W=4.50' n= 0.030 Earth, grassed & winding 5.0 395 Total, Increased to minimum Tc = 6.0 min Runoff Summary for Subcatchment 11S: = 0.19 cfs @ 11.98 hrs, Volume= 0.009 af, Depth= 0.91" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 YR Rainfall=2.15" Area (sf) CN Description 4,140 98 1,220 39 >75% Grass cover, Good, HSG A Tc (min) 5,360 85 Weighted Average 1,220 22.76% Pervious Area 4,140 77.24% Impervious Area Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 12S: Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 YR Rainfall=2.15" Area (sf) CN Description 2,010 39 280 98 >75% Grass cover, Good, HSG A 2,290 46 Weighted Average 2,010 87.77% Pervious Area 280 12.23% Impervious Area Tc Length (min) (feet) Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 2.0 30 0.3000 0.24 Sheet Flow, Grass: Dense n= 0.240 P2= 2.60" 2.0 30 Total, Increased to minimum Tc = 6.0 min GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 13S: Runoff = 0.13 cfs @ 11.98 hrs, Volume= 0.006 af, Depth= 0.70" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 YR Rainfall=2.15" Area (sf) CN Description 3,340 98 1,390 39 >75% Grass cover, Good, HSG A 4,730 81 Weighted Average 1,390 29.39% Pervious Area 3,340 70.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc = 6.0 min Summary for Pond 6P: YARD DRAIN Inflow Area = 0.033 ac, 75.00% Impervious, Inflow Depth = 0.80" for 1 YR event Inflow = 0.05 cfs @ 11.98 hrs, Volume= 0.002 af Outflow = 0.05 cfs @ 11.98 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Primary = 0.05 cfs @ 11.98 hrs, Volume= 0.002 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 318.13' @ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 318.00' 8.0" Round Culvert L= 51.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 318.00' / 317.50' S= 0.0098'/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=0.04 cfs @ 11.98 hrs HW=318.13' (Free Discharge) 4-1=Culvert (Inlet Controls 0.04 cfs @ 0.96 fps) Summary for Pond 8P: YARD DRAIN Inflow Area = 0.074 ac, 77.57% Impervious, Inflow Depth = 0.89" for 1 YR event Inflow = 0.11 cfs @ 11.98 hrs, Volume= 0.005 af Outflow = 0.11 cfs @ 11.98 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min Primary = 0.11 cfs @ 11.98 hrs, Volume= 0.005 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 317.72' @ 11.98 hrs GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 14 Device Routing Invert Outlet Devices #1 Primary 317.50' 8.0" Round Culvert L= 51.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 317.50' / 317.25' S= 0.0049'/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=0.11 cfs @ 11.98 hrs HW=317.71' (Free Discharge) 4-1=Culvert (Barrel Controls 0.11 cfs @ 1.69 fps) Summary for Pond 10P: YARD DRAIN Inflow Area = 0.114 ac, 78.31% Impervious, Inflow Depth = 0.92" for 1 YR event Inflow = 0.18 cfs @ 11.98 hrs, Volume= 0.009 af Outflow = 0.18 cfs @ 11.98 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Primary = 0.18 cfs @ 11.98 hrs, Volume= 0.009 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 317.53' @ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 317.25' 8.0" Round Culvert L= 52.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 317.25' / 317.00' S= 0.0048'/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=0.17 cfs @ 11.98 hrs HW=317.53' (Free Discharge) 4-1=Culvert (Barrel Controls 0.17 cfs @ 1.89 fps) Summary for Pond 12P: YARD DRAIN Inflow Area = 0.152 ac, 78.18% Impervious, Inflow Depth = 0.91" for 1 YR event Inflow = 0.24 cfs @ 11.98 hrs, Volume= 0.012 af Outflow = 0.24 cfs @ 11.98 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Primary = 0.24 cfs @ 11.98 hrs, Volume= 0.012 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 317.34' @ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 317.00' 8.0" Round Culvert L= 32.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 317.00' / 316.85' S= 0.0047'/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=0.23 cfs @ 11.98 hrs HW=317.33' (Free Discharge) 4-1=Culvert (Barrel Controls 0.23 cfs @ 1.97 fps) GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 15 Summary for Pond 14P: YARD DRAIN Inflow Area = 0.172 ac, 78.13% Impervious, Inflow Depth = 0.91" for 1 YR event Inflow = 0.27 cfs @ 11.98 hrs, Volume= 0.013 af Outflow = 0.27 cfs @ 11.98 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Primary = 0.27 cfs @ 11.98 hrs, Volume= 0.013 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 317.19' @ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 316.85' 8.0" Round Culvert L= 126.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 316.85' / 316.20' S= 0.0052'/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=0.26 cfs @ 11.98 hrs HW=317.18' (Free Discharge) 4-1=Culvert (Barrel Controls 0.26 cfs @ 2.22 fps) Summary for Pond Dl: SHALLOW GRASSED DEPRESSION Inflow Area = 1.020 ac, 75.75% Impervious, Inflow Depth = 0.00" for 1 YR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 311.00' @ 0.00 hrs Surf.Area= 315 sf Storage= 0 cf Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 311.00' 1,005 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 311.00 315 70.0 0 0 315 312.00 540 85.0 422 422 516 312.75 1,040 140.0 582 1,005 1,504 Device Routing Invert Outlet Devices #1 Discarded 311.00' 8.000 in/hr Exfiltration over Surface area #2 Primary 312.50' 10.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 16 Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=311.00' (Free Discharge) 4-1=Exfiltration (Passes 0.00 cfs of 0.06 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=311.00' (Free Discharge) 4-2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond DW: DRYWELLS Inflow Area = 0.172 ac, 78.13% Impervious, Inflow Depth = 0.91" for 1 YR event Inflow = 0.27 cfs @ 11.98 hrs, Volume= 0.013 af Outflow = 0.09 cfs @ 11.85 hrs, Volume= 0.013 af, Atten= 66%, Lag= 0.0 min Discarded = 0.09 cfs @ 11.85 hrs, Volume= 0.013 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 314.52' @ 12.11 hrs Surf.Area= 504 sf Storage= 106 cf Plug -Flow detention time= 5.9 min calculated for 0.013 of (100% of inflow) Center -of -Mass det. time= 5.9 min ( 847.2 - 841.3 ) Volume Invert Avail.Storage Storage Description #1 314.00' 630 cf 12.00'W x 42.00'L x 5.00'H Prismatoid 2,520 cf Overall - 944 cf Embedded = 1,576 cf x 40.0% Voids #2 315.00' 804 cf 8.00'D x 4.00'H DRYWELL x 4 Inside #1 944 cf Overall - 4.0" Wall Thickness = 804 cf 1,435 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 314.00' 8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.09 cfs @ 11.85 hrs HW=314.06' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.09 cfs) Summary for Pond P1: POROUS PAVEMENT Inflow Area = 0.065 ac, 70.92% Impervious, Inflow Depth = 0.70" for 1 YR event Inflow = 0.01 cfs @ 15.09 hrs, Volume= 0.004 af Outflow = 0.01 cfs @ 15.10 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.4 min Discarded = 0.01 cfs @ 15.10 hrs, Volume= 0.004 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 317.95' @ 15.10 hrs Surf.Area= 1,880 sf Storage= 0 cf Plug -Flow detention time= 0.4 min calculated for 0.004 af (100% of inflow) Center -of -Mass det. time= 0.4 min ( 1,068.1 - 1,067.7 ) Volume Invert Avail.Storage Storage Description #1 317.95' 865 cf Custom Stage Data (Irregular)Listed below (Recalc) 2,162 cf Overall x 40.0% Voids GINLY_GOTTMANN_POST_DEVELOPMENT Prepared by {enter your company name here} HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Type II 24 -hr 1 YR Rainfall=2.15" Printed 11/1/2018 Page 17 Elevation (feet) 317.95 319.10 Surf.Area (sq -ft) 1,880 1,880 Perim. (feet) 200.0 200.0 Inc.Store (cubic -feet) 0 2,162 Device Routing Invert Outlet Devices Cum.Store (cubic -feet) 0 2,162 Wet.Area (sq -ft) 1,880 2,110 #1 Discarded 317.95' 8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.35 cfs @ 15.10 hrs HW=317.95' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.35 cfs) Inflow Area = Inflow = Outflow = Discarded = Primary = Summary for Pond P2: POROUS PAVEMENT 0.735 ac, 80.80% Impervious, Inflow Depth = 1.02" for 1 YR event 0.14 cfs @ 15.06 hrs, Volume= 0.063 af 0.14 cfs @ 15.07 hrs, Volume= 0.063 af, Atten= 0%, Lag= 0.6 min 0.14 cfs @ 15.07 hrs, Volume= 0.063 af 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 318.50' @ 15.07 hrs Surf.Area= 6,590 sf Storage= 4 cf Plug -Flow detention time= 0.4 min calculated for 0.063 af (100% of inflow) Center -of -Mass det. time= 0.4 min ( 1,043.4 - 1,043.0 ) Volume Invert Avail.Storage Storage Description #1 318.50' 3,163 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation (feet) 318.50 319.70 Surf.Area (sq -ft) 6,590 6,590 Perim. (feet) 625.0 625.0 Device Routing Invert 7,908 cf Overall x 40.0% Voids Inc.Store (cubic -feet) 0 7,908 Outlet Devices Cum.Store (cubic -feet) 0 7,908 Wet.Area (sq -ft) 6,590 7,340 #1 Discarded 318.50' 8.000 in/hr Exfiltration over Surface area #2 Primary 319.40' 4.0" Round DRAIN L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 319.40' / 311.25' S= 0.1164'/' Cc= 0.900 n= 0.010, Flow Area= 0.09 sf Discarded OutFlow Max=1.22 cfs @ 15.07 hrs HW=318.50' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 1.22 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=318.50' (Free Discharge) 4-2=DRAIN ( Controls 0.00 cfs) GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 18 Summary for Pond P3: POROUS PAVEMENT Inflow Area = 0.074 ac, 75.85% Impervious, Inflow Depth = 0.85" for 1 YR event Inflow = 0.01 cfs @ 15.08 hrs, Volume= 0.005 af Outflow = 0.01 cfs @ 15.08 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.5 min Discarded = 0.01 cfs @ 15.08 hrs, Volume= 0.005 af Routing by Stor-lnd method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 317.60' @ 15.08 hrs Surf.Area= 730 sf Storage= 0 cf Plug -Flow detention time= 0.4 min calculated for 0.005 af (100% of inflow) Center -of -Mass det. time= 0.4 min ( 1,055.9 - 1,055.5 ) Volume Invert Avail.Storage Storage Description #1 317.60' 336 cf Custom Stage Data (Irregular)Listed below (Recalc) 839 cf Overall x 40.0% Voids Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 317.60 730 115.0 0 0 730 318.75 730 115.0 839 839 862 Device Routing Invert Outlet Devices #1 Discarded 317.60' 8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.14 cfs @ 15.08 hrs HW=317.60' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.14 cfs) Summary for Pond T1: INF TRENCH Inflow Area = 0.123 ac, 77.24% Impervious, Inflow Depth = 0.91" for 1 YR event Inflow = 0.19 cfs @ 11.98 hrs, Volume= 0.009 af Outflow = 0.07 cfs @ 11.85 hrs, Volume= 0.009 af, Atten= 64%, Lag= 0.0 min Discarded = 0.07 cfs @ 11.85 hrs, Volume= 0.009 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 309.96' @ 12.10 hrs Surf.Area= 376 sf Storage= 69 cf Plug -Flow detention time=4.7 min calculated for 0.009 af (100% of inflow) Center -of -Mass det. time= 4.7 min ( 846.7 - 842.0 ) Volume Invert Avail.Storage Storage Description #1 309.50' 451 cf 4.00W x 94.00'L x 3.00'H Prismatoid 1,128 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Discarded 309.50' 8.000 in/hr Exfiltration over Surface area #2 Primary 311.50' 6.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 311.50' / 311.25' S= 0.0250'/' Cc= 0.900 GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 19 n= 0.010, Flow Area= 0.20 sf Discarded OutFlow Max=0.07 cfs @ 11.85 hrs HW=309.54' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=309.50' (Free Discharge) 4-2=Culvert ( Controls 0.00 cfs) Summary for Pond T2: INF TRENCH Inflow Area = 0.109 ac, 70.61% Impervious, Inflow Depth = 0.70" for 1 YR event Inflow = 0.13 cfs @ 11.98 hrs, Volume= 0.006 af Outflow = 0.06 cfs @ 11.90 hrs, Volume= 0.006 af, Atten= 57%, Lag= 0.0 min Discarded = 0.06 cfs @ 11.90 hrs, Volume= 0.006 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-lnd method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 309.81' @ 12.09 hrs Surf.Area= 304 sf Storage= 37 cf Plug -Flow detention time= 3.2 min calculated for 0.006 af (100% of inflow) Center -of -Mass det. time= 3.2 min ( 861.5 - 858.3 ) Volume Invert Avail.Storage Storage Description #1 309.50' 365 cf 4.00W x 76.00'L x 3.00'H Prismatoid 912 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Discarded 309.50' 8.000 in/hr Exfiltration over Surface area #2 Primary 311.50' 6.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 311.50' / 311.25' S= 0.0250'/' Cc= 0.900 n= 0.010, Flow Area= 0.20 sf Discarded OutFlow Max=0.06 cfs @ 11.90 hrs HW=309.55' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=309.50' (Free Discharge) 4-2=Culvert ( Controls 0.00 cfs) Summary for Link 1: ROUTE 50 Inflow Area = 0.268 ac, 28.79% Impervious, Inflow Depth = 0.04" for 1 YR event Inflow = 0.00 cfs @ 15.09 hrs, Volume= 0.001 af Primary = 0.00 cfs @ 15.09 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 20 Inflow Area = Inflow = Primary = Summary for Link 2: ALLEY 1.251 ac, 63.55% Impervious, Inflow Depth = 0.00" for 1 YR event 0.00 cfs @ 0.00 hrs, Volume= 0.000 af 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Inflow Area = Inflow = Primary = Primary outflow = Summary for Link T: TOTAL PREDEVELOPMENT RUNOFF 1.519 ac, 57.42% Impervious, Inflow Depth = 0.01" for 1 YR event 0.00 cfs @ 15.09 hrs, Volume= 0.001 af 0.00 cfs @ 15.09 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 21 Time span=0.00-100.00 hrs, dt=0.05 hrs, 2001 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlS: Subcatchment2S: Subcatchment3S: Subcatchment4S: Subcatchment5S: Subcatchment6S: Subcatchment7S: Subcatchment8S: Subcatchment9S: SubcatchmentlOS: Subcatchment11S: Subcatchmentl2S: Subcatchmentl3S: Pond 6P: YARD DRAIN Pond 8P: YARD DRAIN Pond 10P: YARD DRAIN Runoff Area=11.670 sf 28.79% Impervious Runoff Depth=0.47" Flow Length=25' Tc=6.0 min CN=56 Runoff=0.17 cfs 0.011 af Runoff Area=2,820 sf 70.92% Impervious Runoff Depth=1.91" Tc=230.0 min CN=81 Runoff=0.02 cfs 0.010 af Runoff Area=900 sf 77.78% Impervious Runoff Depth=2.24" Flow Length=25' Slope=0.5000 '/' Tc=6.0 min CN=85 Runoff=0.08 cfs 0.004 af Runoff Area=1,620 sf 77.78% Impervious Runoff Depth=2.24" Flow Length=25' Slope=0.5000 '/' Tc=6.0 min CN=85 Runoff=0.14 cfs 0.007 af Runoff Area=1,770 sf 79.66% Impervious Runoff Depth=2.32" Flow Length=25' Slope=0.5000 '/' Tc=6.0 min CN=86 Runoff=0.16 cfs 0.008 af Runoff Area=1,770 sf 79.66% Impervious Runoff Depth=2.32" Flow Length=25' Slope=0.5000 '/' Tc=6.0 min CN=86 Runoff=0.16 cfs 0.008 af Runoff Area=1,440 sf 75.00% Impervious Runoff Depth=2.07" Flow Length=25' Slope=0.5000 '/' Tc=6.0 min CN=83 Runoff=0.12 cfs 0.006 af Runoff Area=3,230 sf 75.85% Impervious Runoff Depth=2.15" Tc=230.0 min CN=84 Runoff=0.03 cfs 0.013 af Runoff Area=32.030 sf 80.80% Impervious Runoff Depth=2.41" Tc=230.0 min CN=87 Runoff=0.34 cfs 0.148 af Runoff Area=10.100 sf 9.90% Impervious Runoff Depth=0.10" Flow Length=395' Tc=6.0 min CN=44 Runoff=0.00 cfs 0.002 af Runoff Area=5,360 sf 77.24% Impervious Runoff Depth=2.24" Flow Length=25' Slope=0.5000 '/' Tc=6.0 min CN=85 Runoff=0.47 cfs 0.023 af Runoff Area=2,290 sf 12.23% Impervious Runoff Depth=0.15" Flow Length=30' Slope=0.3000 '/' Tc=6.0 min CN=46 Runoff=0.00 cfs 0.001 af Runoff Area=4,730 sf 70.61% Impervious Runoff Depth=1.91" Flow Length=25' Slope=0.5000 '/' Tc=6.0 min CN=81 Runoff=0.36 cfs 0.017 af Peak Elev=318.21' Inflow=0.12 cfs 0.006 af 8.0" Round Culvert n=0.012 L=51.0' S=0.0098 '/' Outflow=0.12 cfs 0.006 af Peak Elev=317.85' Inflow=0.28 cfs 0.014 af 8.0" Round Culvert n=0.012 L=51.0' S=0.0049 '/' Outflow=0.28 cfs 0.014 af Peak Elev=317.71' Inflow=0.44 cfs 0.021 af 8.0" Round Culvert n=0.012 L=52.0' S=0.0048 '/' Outflow=0.44 cfs 0.021 af GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 22 Pond 12P: YARD DRAIN Peak Elev=317.57' Inflow=0.58 cfs 0.028 af 8.0" Round Culvert n=0.012 L=32.0' S=0.0047 '/' Outflow=0.58 cfs 0.028 af Pond 14P: YARD DRAIN Peak Elev=317.43' Inflow=0.66 cfs 0.032 af 8.0" Round Culvert n=0.012 L=126.0' S=0.0052 '/' Outflow=0.66 cfs 0.032 af Pond D1: SHALLOWGRASSED DEPRESSION Peak EIev=311.00' Storage=l cf Inflow=0.01 cfs 0.001 af Discarded=0.01 cfs 0.001 af Primary=0.00 cfs 0.000 af Outflow=0.01 cfs 0.001 af Pond DW: DRYWELLS Peak EIev=315.81' Storage=451 cf Inflow=0.66 cfs 0.032 af Outflow=0.09 cfs 0.032 af Pond P1: POROUS PAVEMENT Peak EIev=317.95' Storage=1 cf Inflow=0.02 cfs 0.010 af Outflow=0.02 cfs 0.010 af Pond P2: POROUS PAVEMENT Peak EIev=318.50' Storage=9 cf Inflow=0.34 cfs 0.148 af Discarded=0.34 cfs 0.148 af Primary=0.00 cfs 0.000 af Outflow=0.34 cfs 0.148 af Pond P3: POROUS PAVEMENT Peak EIev=317.60' Storage=1 cf Inflow=0.03 cfs 0.013 af Outflow=0.03 cfs 0.013 af Pond T1: INF TRENCH Pond T2: INF TRENCH Link 1: ROUTE 50 Link 2: ALLEY Link T: TOTAL PREDEVELOPMENTRUNOFF Discarded=0.07 cfs Discarded=0.06 cfs Peak EIev=311.56' Storage=310 cf Inflow=0.47 cfs 0.023 af 0.023 af Primary=0.01 cfs 0.000 af Outflow=0.08 cfs 0.023 af Peak EIev=311.36' Storage=226 cf Inflow=0.36 cfs 0.017 af 0.017 af Primary=0.00 cfs 0.000 af Outflow=0.06 cfs 0.017 af Inflow=0.17 cfs 0.011 af Primary=0.17 cfs 0.011 af Inflow=0.00 cfs 0.002 af Primary=0.00 cfs 0.002 af Inflow=0.17 cfs 0.013 af Primary=0.17 cfs 0.013 af Total Runoff Area = 1.830 ac Runoff Volume = 0.257 af Average Runoff Depth = 1.68" 39.41% Pervious = 0.721 ac 60.59% Impervious = 1.109 ac GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment 1S: Runoff = 0.17 cfs @ 12.00 hrs, Volume= 0.011 af, Depth= 0.47" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 YR Rainfall=3.75" Area (sf) CN Description 3,360 98 8,310 39 >75% Grass cover, Good, HSG A 11,670 56 Weighted Average 8,310 71.21% Pervious Area 3,360 28.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 5 0.0200 3.7 20 0.0300 0.68 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.60" 3.8 25 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 2S: Runoff = 0.02 cfs @ 15.05 hrs, Volume= 0.010 af, Depth= 1.91" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 YR Rainfall=3.75" Area (sf) CN Description 2,000 98 820 39 >75% Grass cover, Good, HSG A 2,820 81 Weighted Average 820 29.08% Pervious Area 2,000 70.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 230.0 Direct Entry, Summary for Subcatchment 3S: Runoff = 0.08 cfs @ 11.97 hrs, Volume= 0.004 af, Depth= 2.24" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 YR Rainfall=3.75" GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 24 Area (sf) CN Description 200 39 700 98 >75% Grass cover, Good, HSG A 900 85 Weighted Average 200 22.22% Pervious Area 700 77.78% Impervious Area Tc Length (min) (feet) Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 4S: Runoff = 0.14 cfs @ 11.97 hrs, Volume= 0.007 af, Depth= 2.24" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 YR Rainfall=3.75" Area (sf) CN Description 360 39 1,260 98 >75% Grass cover, Good, HSG A 1,620 85 Weighted Average 360 22.22% Pervious Area 1,260 77.78% Impervious Area Tc Length (min) (feet) Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 5S: Runoff = 0.16 cfs @ 11.97 hrs, Volume= 0.008 af, Depth= 2.32" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 YR Rainfall=3.75" Area (sf) CN Description 360 39 1,410 98 >75% Grass cover, Good, HSG A 1,770 86 Weighted Average 360 20.34% Pervious Area 1,410 79.66% Impervious Area GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 25 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 6S: Runoff = 0.16 cfs @ 11.97 hrs, Volume= 0.008 af, Depth= 2.32" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 YR Rainfall=3.75" Area (sf) CN Description 360 39 >75% Grass cover, Good, HSG A 1,410 98 1,770 86 Weighted Average 360 20.34% Pervious Area 1,410 79.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 7S: Runoff = 0.12 cfs @ 11.97 hrs, Volume= 0.006 af, Depth= 2.07" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 YR Rainfall=3.75" Area (sf) CN Description 360 39 >75% Grass cover, Good, HSG A 1,080 98 1,440 83 Weighted Average 360 25.00% Pervious Area 1,080 75.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc = 6.0 min GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 8S: Runoff = 0.03 cfs @ 15.04 hrs, Volume= 0.013 af, Depth= 2.15" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 YR Rainfall=3.75" Area (sf) CN Description * 2,450 98 780 39 >75% Grass cover, Good, HSG A 3,230 84 Weighted Average 780 24.15% Pervious Area 2,450 75.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 230.0 Direct Entry, Summary for Subcatchment 9S: Runoff = 0.34 cfs @ 14.85 hrs, Volume= 0.148 af, Depth= 2.41" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 YR Rainfall=3.75" Area (sf) CN Description 25,880 98 6,150 39 >75% Grass cover, Good, HSG A 32,030 87 Weighted Average 6,150 19.20% Pervious Area 25,880 80.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 230.0 Direct Entry, Summary for Subcatchment 10S: Runoff = 0.00 cfs @ 13.29 hrs, Volume= 0.002 af, Depth= 0.10" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 YR Rainfall=3.75" Area (sf) CN Description 1,000 98 640 30 Woods, Good, HSG A 8,460 39 >75% Grass cover, Good, HSG A 10,100 44 Weighted Average 9,100 90.10% Pervious Area 1,000 9.90% Impervious Area GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 27 Tc (min) Length (feet) Slope Velocity Capacity (ft/ft) (ft/sec) (cfs) Description 2.6 25 0.1200 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.60" 2.4 370 0.0220 2.55 2.39 Trap/Vee/Rect Channel Flow, Bot.W=3.00' D=0.25' Z= 3.0 '/' Top.W=4.50' n= 0.030 Earth, grassed & winding 5.0 395 Total, Increased to minimum Tc = 6.0 min Runoff Summary for Subcatchment 11S: = 0.47 cfs @ 11.97 hrs, Volume= 0.023 af, Depth= 2.24" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 YR Rainfall=3.75" Area (sf) CN Description 4,140 98 1,220 39 >75% Grass cover, Good, HSG A Tc (min) 5,360 85 Weighted Average 1,220 22.76% Pervious Area 4,140 77.24% Impervious Area Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 12S: Runoff = 0.00 cfs @ 12.36 hrs, Volume= 0.001 af, Depth= 0.15" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 YR Rainfall=3.75" Area (sf) CN Description 2,010 39 280 98 >75% Grass cover, Good, HSG A 2,290 46 Weighted Average 2,010 87.77% Pervious Area 280 12.23% Impervious Area Tc Length (min) (feet) Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 2.0 30 0.3000 0.24 Sheet Flow, Grass: Dense n= 0.240 P2= 2.60" 2.0 30 Total, Increased to minimum Tc = 6.0 min GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment 13S: Runoff = 0.36 cfs @ 11.97 hrs, Volume= 0.017 af, Depth= 1.91" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 YR Rainfall=3.75" Area (sf) CN Description 3,340 98 1,390 39 >75% Grass cover, Good, HSG A 4,730 81 Weighted Average 1,390 29.39% Pervious Area 3,340 70.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc = 6.0 min Summary for Pond 6P: YARD DRAIN Inflow Area = 0.033 ac, 75.00% Impervious, Inflow Depth = 2.07" for 10 YR event Inflow = 0.12 cfs @ 11.97 hrs, Volume= 0.006 af Outflow = 0.12 cfs @ 11.97 hrs, Volume= 0.006 af, Atten= 0%, Lag= 0.0 min Primary = 0.12 cfs @ 11.97 hrs, Volume= 0.006 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 318.21' @ 11.97 hrs Device Routing Invert Outlet Devices #1 Primary 318.00' 8.0" Round Culvert L= 51.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 318.00' / 317.50' S= 0.0098'/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=0.11 cfs @ 11.97 hrs HW=318.21' (Free Discharge) 4-1=Culvert (Inlet Controls 0.11 cfs @ 1.22 fps) Summary for Pond 8P: YARD DRAIN Inflow Area = 0.074 ac, 77.57% Impervious, Inflow Depth = 2.21" for 10 YR event Inflow = 0.28 cfs @ 11.97 hrs, Volume= 0.014 af Outflow = 0.28 cfs @ 11.97 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min Primary = 0.28 cfs @ 11.97 hrs, Volume= 0.014 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 317.85' @ 11.97 hrs GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 29 Device Routing Invert Outlet Devices #1 Primary 317.50' 8.0" Round Culvert L= 51.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 317.50' / 317.25' S= 0.0049'/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=0.27 cfs @ 11.97 hrs HW=317.85' (Free Discharge) 4-1=Culvert (Barrel Controls 0.27 cfs @ 2.12 fps) Summary for Pond 10P: YARD DRAIN Inflow Area = 0.114 ac, 78.31% Impervious, Inflow Depth = 2.25" for 10 YR event Inflow = 0.44 cfs @ 11.97 hrs, Volume= 0.021 af Outflow = 0.44 cfs @ 11.97 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min Primary = 0.44 cfs @ 11.97 hrs, Volume= 0.021 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 317.71' @ 11.97 hrs Device Routing Invert Outlet Devices #1 Primary 317.25' 8.0" Round Culvert L= 52.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 317.25' / 317.00' S= 0.0048'/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=0.42 cfs @ 11.97 hrs HW=317.71' (Free Discharge) 4-1=Culvert (Barrel Controls 0.42 cfs @ 2.35 fps) Summary for Pond 12P: YARD DRAIN Inflow Area = 0.152 ac, 78.18% Impervious, Inflow Depth = 2.25" for 10 YR event Inflow = 0.58 cfs @ 11.97 hrs, Volume= 0.028 af Outflow = 0.58 cfs @ 11.97 hrs, Volume= 0.028 af, Atten= 0%, Lag= 0.0 min Primary = 0.58 cfs @ 11.97 hrs, Volume= 0.028 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 317.57' @ 11.97 hrs Device Routing Invert Outlet Devices #1 Primary 317.00' 8.0" Round Culvert L= 32.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 317.00' / 316.85' S= 0.0047'/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=0.56 cfs @ 11.97 hrs HW=317.56' (Free Discharge) 4-1=Culvert (Barrel Controls 0.56 cfs @ 2.43 fps) GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 30 Summary for Pond 14P: YARD DRAIN Inflow Area = 0.172 ac, 78.13% Impervious, Inflow Depth = 2.24" for 10 YR event Inflow = 0.66 cfs @ 11.97 hrs, Volume= 0.032 af Outflow = 0.66 cfs @ 11.97 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.0 min Primary = 0.66 cfs @ 11.97 hrs, Volume= 0.032 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 317.43' @ 11.97 hrs Device Routing Invert Outlet Devices #1 Primary 316.85' 8.0" Round Culvert L= 126.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 316.85' / 316.20' S= 0.0052'/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=0.64 cfs @ 11.97 hrs HW=317.41' (Free Discharge) 4-1=Culvert (Inlet Controls 0.64 cfs @ 2.02 fps) Summary for Pond Dl: SHALLOW GRASSED DEPRESSION Inflow Area = 1.020 ac, 75.75% Impervious, Inflow Depth = 0.01" for 10 YR event Inflow = 0.01 cfs @ 12.18 hrs, Volume= 0.001 af Outflow = 0.01 cfs @ 12.22 hrs, Volume= 0.001 af, Atten= 3%, Lag= 1.9 min Discarded = 0.01 cfs @ 12.22 hrs, Volume= 0.001 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 311.00' @ 12.22 hrs Surf.Area= 316 sf Storage= 1 cf Plug -Flow detention time= 1.6 min calculated for 0.001 af (100% of inflow) Center -of -Mass det. time= 1.6 min ( 974.7 - 973.1 ) Volume Invert Avail.Storage Storage Description #1 311.00' 1,005 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 311.00 315 70.0 0 0 315 312.00 540 85.0 422 422 516 312.75 1,040 140.0 582 1,005 1,504 Device Routing Invert Outlet Devices #1 Discarded 311.00' 8.000 in/hr Exfiltration over Surface area #2 Primary 312.50' 10.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 31 Discarded OutFlow Max=0.06 cfs @ 12.22 hrs HW=311.00' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=311.00' (Free Discharge) 4-2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond DW: DRYWELLS Inflow Area = 0.172 ac, 78.13% Impervious, Inflow Depth = 2.24" for 10 YR event Inflow = 0.66 cfs @ 11.97 hrs, Volume= 0.032 af Outflow = 0.09 cfs @ 11.70 hrs, Volume= 0.032 af, Atten= 86%, Lag= 0.0 min Discarded = 0.09 cfs @ 11.70 hrs, Volume= 0.032 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 315.81' @ 12.23 hrs Surf.Area= 504 sf Storage= 451 cf Plug -Flow detention time= 30.4 min calculated for 0.032 of (100% of inflow) Center -of -Mass det. time= 30.3 min ( 845.9 - 815.6 ) Volume Invert Avail.Storage Storage Description #1 314.00' 630 cf 12.00'W x 42.00'L x 5.00'H Prismatoid 2,520 cf Overall - 944 cf Embedded = 1,576 cf x 40.0% Voids #2 315.00' 804 cf 8.00'D x 4.00'H DRYWELL x 4 Inside #1 944 cf Overall - 4.0" Wall Thickness = 804 cf 1,435 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 314.00' 8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.09 cfs @ 11.70 hrs HW=314.06' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.09 cfs) Summary for Pond P1: POROUS PAVEMENT Inflow Area = 0.065 ac, 70.92% Impervious, Inflow Depth = 1.91" for 10 YR event Inflow = 0.02 cfs @ 15.05 hrs, Volume= 0.010 af Outflow = 0.02 cfs @ 15.06 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.4 min Discarded = 0.02 cfs @ 15.06 hrs, Volume= 0.010 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 317.95' @ 15.06 hrs Surf.Area= 1,880 sf Storage= 1 cf Plug -Flow detention time= 0.4 min calculated for 0.010 af (100% of inflow) Center -of -Mass det. time= 0.4 min ( 1,038.4 - 1,038.0 ) Volume Invert Avail.Storage Storage Description #1 317.95' 865 cf Custom Stage Data (Irregular)Listed below (Recalc) 2,162 cf Overall x 40.0% Voids GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 32 Elevation (feet) 317.95 319.10 Surf.Area (sq -ft) 1,880 1,880 Perim. (feet) 200.0 200.0 Inc.Store (cubic -feet) 0 2,162 Device Routing Invert Outlet Devices Cum.Store (cubic -feet) 0 2,162 Wet.Area (sq -ft) 1,880 2,110 #1 Discarded 317.95' 8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.35 cfs @ 15.06 hrs HW=317.95' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.35 cfs) Inflow Area = Inflow = Outflow = Discarded = Primary = Summary for Pond P2: POROUS PAVEMENT 0.735 ac, 80.80% Impervious, Inflow Depth = 2.41" for 10 YR event 0.34 cfs @ 14.85 hrs, Volume= 0.148 af 0.34 cfs @ 14.90 hrs, Volume= 0.148 af, Atten= 0%, Lag= 3.0 min 0.34 cfs @ 14.90 hrs, Volume= 0.148 af 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 318.50' @ 14.90 hrs Surf.Area= 6,590 sf Storage= 9 cf Plug -Flow detention time= 0.4 min calculated for 0.148 of (100% of inflow) Center -of -Mass det. time= 0.4 min ( 1,018.9 - 1,018.5 ) Volume Invert Avail.Storage Storage Description #1 318.50' 3,163 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation (feet) 318.50 319.70 Surf.Area (sq -ft) 6,590 6,590 Perim. (feet) 625.0 625.0 Device Routing Invert 7,908 cf Overall x 40.0% Voids Inc.Store (cubic -feet) 0 7,908 Outlet Devices Cum.Store (cubic -feet) 0 7,908 Wet.Area (sq -ft) 6,590 7,340 #1 Discarded 318.50' 8.000 in/hr Exfiltration over Surface area #2 Primary 319.40' 4.0" Round DRAIN L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 319.40' / 311.25' S= 0.1164'/' Cc= 0.900 n= 0.010, Flow Area= 0.09 sf Discarded OutFlow Max=1.22 cfs @ 14.90 hrs HW=318.50' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 1.22 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=318.50' (Free Discharge) 4-2=DRAIN ( Controls 0.00 cfs) GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 33 Summary for Pond P3: POROUS PAVEMENT Inflow Area = 0.074 ac, 75.85% Impervious, Inflow Depth = 2.15" for 10 YR event Inflow = 0.03 cfs @ 15.04 hrs, Volume= 0.013 af Outflow = 0.03 cfs @ 15.04 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.2 min Discarded = 0.03 cfs @ 15.04 hrs, Volume= 0.013 af Routing by Stor-lnd method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 317.60' @ 15.04 hrs Surf.Area= 730 sf Storage= 1 cf Plug -Flow detention time= 0.4 min calculated for 0.013 af (100% of inflow) Center -of -Mass det. time= 0.4 min ( 1,029.1 - 1,028.7 ) Volume Invert Avail.Storage Storage Description #1 317.60' 336 cf Custom Stage Data (Irregular)Listed below (Recalc) 839 cf Overall x 40.0% Voids Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 317.60 730 115.0 0 0 730 318.75 730 115.0 839 839 862 Device Routing Invert Outlet Devices #1 Discarded 317.60' 8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.14 cfs @ 15.04 hrs HW=317.60' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.14 cfs) Summary for Pond T1: INF TRENCH Inflow Area = 0.123 ac, 77.24% Impervious, Inflow Depth = 2.24" for 10 YR event Inflow = 0.47 cfs @ 11.97 hrs, Volume= 0.023 af Outflow = 0.08 cfs @ 12.18 hrs, Volume= 0.023 af, Atten= 83%, Lag= 12.9 min Discarded = 0.07 cfs @ 11.70 hrs, Volume= 0.023 af Primary = 0.01 cfs @ 12.18 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 311.56' @ 12.18 hrs Surf.Area= 376 sf Storage= 310 cf Plug -Flow detention time= 26.8 min calculated for 0.023 af (100% of inflow) Center -of -Mass det. time= 26.8 min ( 842.9 - 816.1 ) Volume Invert Avail.Storage Storage Description #1 309.50' 451 cf 4.00W x 94.00'L x 3.00'H Prismatoid 1,128 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Discarded 309.50' 8.000 in/hr Exfiltration over Surface area #2 Primary 311.50' 6.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 311.50' / 311.25' S= 0.0250'/' Cc= 0.900 GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 34 n= 0.010, Flow Area= 0.20 sf Discarded OutFlow Max=0.07 cfs @ 11.70 hrs HW=309.54' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=0.01 cfs @ 12.18 hrs HW=311.56' (Free Discharge) 4-2=Culvert (Inlet Controls 0.01 cfs @ 0.66 fps) Summary for Pond T2: INF TRENCH Inflow Area = 0.109 ac, 70.61% Impervious, Inflow Depth = 1.91" for 10 YR event Inflow = 0.36 cfs @ 11.97 hrs, Volume= 0.017 af Outflow = 0.06 cfs @ 11.75 hrs, Volume= 0.017 af, Atten= 84%, Lag= 0.0 min Discarded = 0.06 cfs @ 11.75 hrs, Volume= 0.017 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 311.36' @ 12.21 hrs Surf.Area= 304 sf Storage= 226 cf Plug -Flow detention time= 24.4 min calculated for 0.017 af (100% of inflow) Center -of -Mass det. time= 24.4 min ( 853.1 - 828.7 ) Volume Invert Avail.Storage Storage Description #1 309.50' 365 cf 4.00W x 76.00'L x 3.00'H Prismatoid 912 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Discarded 309.50' 8.000 in/hr Exfiltration over Surface area #2 Primary 311.50' 6.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 311.50' / 311.25' S= 0.0250'/' Cc= 0.900 n= 0.010, Flow Area= 0.20 sf Discarded OutFlow Max=0.06 cfs @ 11.75 hrs HW=309.56' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=309.50' (Free Discharge) 4-2=Culvert ( Controls 0.00 cfs) Summary for Link 1: ROUTE 50 Inflow Area = 0.268 ac, 28.79% Impervious, Inflow Depth = 0.47" for 10 YR event Inflow = 0.17 cfs @ 12.00 hrs, Volume= 0.011 af Primary = 0.17 cfs @ 12.00 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs GINLY_GOTTMANN_POST_DEVELOPMENT Prepared by {enter your company name here} HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Type II 24 -hr 10 YR Rainfall=3.75" Printed 11/1/2018 Page 35 Inflow Area = Inflow = Primary = Primary outflow = Inflow Area = Inflow = Primary = Primary outflow = Summary for Link 2: ALLEY 1.251 ac, 63.55% Impervious, Inflow Depth = 0.02" for 10 YR event 0.00 cfs @ 13.29 hrs, Volume= 0.002 af 0.00 cfs @ 13.29 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Summary for Link T: TOTAL PREDEVELOPMENT RUNOFF 1.519 ac, 57.42% Impervious, Inflow Depth = 0.10" for 10 YR event 0.17 cfs @ 12.00 hrs, Volume= 0.013 af 0.17 cfs @ 12.00 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 36 Time span=0.00-100.00 hrs, dt=0.05 hrs, 2001 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlS: Subcatchment2S: Subcatchment3S: Subcatchment4S: Subcatchment5S: Subcatchment6S: Subcatchment7S: Subcatchment8S: Subcatchment9S: SubcatchmentlOS: Subcatchment11S: Subcatchmentl2S: Subcatchmentl3S: Pond 6P: YARD DRAIN Pond 8P: YARD DRAIN Pond 10P: YARD DRAIN Runoff Area=11.670 sf 28.79% Impervious Runoff Depth=1.75" Flow Length=25' Tc=6.0 min CN=56 Runoff=0.79 cfs 0.039 af Runoff Area=2,820 sf 70.92% Impervious Runoff Depth=4.11" Tc=230.0 min CN=81 Runoff=0.05 cfs 0.022 af Runoff Area=900 sf 77.78% Impervious Runoff Depth=4.54" Flow Length=25' Slope=0.5000 '/' Tc=6.0 min CN=85 Runoff=0.15 cfs 0.008 af Runoff Area=1,620 sf 77.78% Impervious Runoff Depth=4.54" Flow Length=25' Slope=0.5000 '/' Tc=6.0 min CN=85 Runoff=0.28 cfs 0.014 af Runoff Area=1,770 sf 79.66% Impervious Runoff Depth=4.65" Flow Length=25' Slope=0.5000 '/' Tc=6.0 min CN=86 Runoff=0.31 cfs 0.016 af Runoff Area=1,770 sf 79.66% Impervious Runoff Depth=4.65" Flow Length=25' Slope=0.5000 '/' Tc=6.0 min CN=86 Runoff=0.31 cfs 0.016 af Runoff Area=1,440 sf 75.00% Impervious Runoff Depth=4.32" Flow Length=25' Slope=0.5000 '/' Tc=6.0 min CN=83 Runoff=0.24 cfs 0.012 af Runoff Area=3,230 sf 75.85% Impervious Runoff Depth=4.43" Tc=230.0 min CN=84 Runoff=0.06 cfs 0.027 af Runoff Area=32.030 sf 80.80% Impervious Runoff Depth=4.76" Tc=230.0 min CN=87 Runoff=0.67 cfs 0.291 af Runoff Area=10.100 sf 9.90% Impervious Runoff Depth=0.84" Flow Length=395' Tc=6.0 min CN=44 Runoff=0.26 cfs 0.016 af Runoff Area=5,360 sf 77.24% Impervious Runoff Depth=4.54" Flow Length=25' Slope=0.5000 '/' Tc=6.0 min CN=85 Runoff=0.92 cfs 0.047 af Runoff Area=2,290 sf 12.23% Impervious Runoff Depth=0.97" Flow Length=30' Slope=0.3000 '/' Tc=6.0 min CN=46 Runoff=0.07 cfs 0.004 af Runoff Area=4,730 sf 70.61% Impervious Runoff Depth=4.11" Flow Length=25' Slope=0.5000 '/' Tc=6.0 min CN=81 Runoff=0.75 cfs 0.037 af Peak Elev=318.31' Inflow=0.24 cfs 0.012 af 8.0" Round Culvert n=0.012 L=51.0' S=0.0098 '/' Outflow=0.24 cfs 0.012 af Peak EIev=318.03' Inflow=0.55 cfs 0.028 af 8.0" Round Culvert n=0.012 L=51.0' S=0.0049 '/' Outflow=0.55 cfs 0.028 af Peak Elev=317.99' Inflow=0.86 cfs 0.043 af 8.0" Round Culvert n=0.012 L=52.0' S=0.0048 '/' Outflow=0.86 cfs 0.043 af GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 37 Pond 12P: YARD DRAIN Peak EIev=318.07' Inflow=1.13 cfs 0.057 af 8.0" Round Culvert n=0.012 L=32.0' S=0.0047 '/' Outflow=1.13 cfs 0.057 af Pond 14P: YARD DRAIN Peak EIev=318.48' Inflow=1.29 cfs 0.065 af 8.0" Round Culvert n=0.012 L=126.0' S=0.0052 '/' Outflow=1.29 cfs 0.065 af Pond D1: SHALLOWGRASSED DEPRESSION Peak EIev=312.46' Storage=735 cf Inflow=1.27 cfs 0.025 af Discarded=0.15 cfs 0.025 af Primary=0.00 cfs 0.000 af Outflow=0.15 cfs 0.025 af Pond DW: DRYWELLS Peak EIev=318.08' Storage=1,152 cf Inflow=1.29 cfs 0.065 af Outflow=0.09 cfs 0.065 af Pond P1: POROUS PAVEMENT Peak EIev=317.95' Storage=1 cf Inflow=0.05 cfs 0.022 af Outflow=0.05 cfs 0.022 af Pond P2: POROUS PAVEMENT Peak EIev=318.51' Storage=18 cf Inflow=0.67 cfs 0.291 af Discarded=0.67 cfs 0.291 af Primary=0.00 cfs 0.000 af Outflow=0.67 cfs 0.291 af Pond P3: POROUS PAVEMENT Peak EIev=317.61' Storage=2 cf Inflow=0.06 cfs 0.027 af Outflow=0.06 cfs 0.027 af Pond T1: INF TRENCH Peak EIev=312.45' Storage=443 cf Inflow=0.92 cfs 0.047 af Discarded=0.07 cfs 0.035 af Primary=0.62 cfs 0.011 af Outflow=0.69 cfs 0.047 af Pond T2: INF TRENCH Peak EIev=312.31' Storage=342 cf Inflow=0.75 cfs 0.037 af Discarded=0.06 cfs 0.028 af Primary=0.57 cfs 0.009 af Outflow=0.62 cfs 0.037 af Link 1: ROUTE 50 Inflow=0.79 cfs 0.039 af Primary=0.79 cfs 0.039 af Link 2: ALLEY Inflow=0.26 cfs 0.016 af Primary=0.26 cfs 0.016 af Link T: TOTAL PREDEVELOPMENTRUNOFF Inflow=1.05 cfs 0.055 af Primary=1.05 cfs 0.055 af Total Runoff Area = 1.830 ac Runoff Volume = 0.549 af Average Runoff Depth = 3.60" 39.41% Pervious = 0.721 ac 60.59% Impervious = 1.109 ac GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment 1S: Runoff = 0.79 cfs @ 11.98 hrs, Volume= 0.039 af, Depth= 1.75" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 YR Rainfall=6.25" Area (sf) CN Description 3,360 98 8,310 39 >75% Grass cover, Good, HSG A 11,670 56 Weighted Average 8,310 71.21% Pervious Area 3,360 28.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 5 0.0200 3.7 20 0.0300 0.68 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.60" 3.8 25 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 2S: Runoff = 0.05 cfs @ 14.87 hrs, Volume= 0.022 af, Depth= 4.11" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 YR Rainfall=6.25" Area (sf) CN Description 2,000 98 820 39 >75% Grass cover, Good, HSG A 2,820 81 Weighted Average 820 29.08% Pervious Area 2,000 70.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 230.0 Direct Entry, Summary for Subcatchment 3S: Runoff = 0.15 cfs @ 11.97 hrs, Volume= 0.008 af, Depth= 4.54" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 YR Rainfall=6.25" GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 39 Area (sf) CN Description 200 39 700 98 >75% Grass cover, Good, HSG A 900 85 Weighted Average 200 22.22% Pervious Area 700 77.78% Impervious Area Tc Length (min) (feet) Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 4S: Runoff = 0.28 cfs @ 11.97 hrs, Volume= 0.014 af, Depth= 4.54" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 YR Rainfall=6.25" Area (sf) CN Description 360 39 1,260 98 >75% Grass cover, Good, HSG A 1,620 85 Weighted Average 360 22.22% Pervious Area 1,260 77.78% Impervious Area Tc Length (min) (feet) Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 5S: Runoff = 0.31 cfs @ 11.97 hrs, Volume= 0.016 af, Depth= 4.65" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 YR Rainfall=6.25" Area (sf) CN Description 360 39 1,410 98 >75% Grass cover, Good, HSG A 1,770 86 Weighted Average 360 20.34% Pervious Area 1,410 79.66% Impervious Area GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 40 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 6S: Runoff = 0.31 cfs @ 11.97 hrs, Volume= 0.016 af, Depth= 4.65" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 YR Rainfall=6.25" Area (sf) CN Description 360 39 >75% Grass cover, Good, HSG A 1,410 98 1,770 86 Weighted Average 360 20.34% Pervious Area 1,410 79.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 7S: Runoff = 0.24 cfs @ 11.97 hrs, Volume= 0.012 af, Depth= 4.32" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 YR Rainfall=6.25" Area (sf) CN Description 360 39 >75% Grass cover, Good, HSG A 1,080 98 1,440 83 Weighted Average 360 25.00% Pervious Area 1,080 75.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc = 6.0 min GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 41 Summary for Subcatchment 8S: Runoff = 0.06 cfs @ 14.85 hrs, Volume= 0.027 af, Depth= 4.43" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 YR Rainfall=6.25" Area (sf) CN Description * 2,450 98 780 39 >75% Grass cover, Good, HSG A 3,230 84 Weighted Average 780 24.15% Pervious Area 2,450 75.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 230.0 Direct Entry, Summary for Subcatchment 9S: Runoff = 0.67 cfs @ 14.83 hrs, Volume= 0.291 af, Depth= 4.76" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 YR Rainfall=6.25" Area (sf) CN Description 25,880 98 6,150 39 >75% Grass cover, Good, HSG A 32,030 87 Weighted Average 6,150 19.20% Pervious Area 25,880 80.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 230.0 Direct Entry, Summary for Subcatchment 10S: Runoff = 0.26 cfs @ 12.00 hrs, Volume= 0.016 af, Depth= 0.84" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 YR Rainfall=6.25" Area (sf) CN Description * 1,000 98 640 30 Woods, Good, HSG A 8,460 39 >75% Grass cover, Good, HSG A 10,100 44 Weighted Average 9,100 90.10% Pervious Area 1,000 9.90% Impervious Area GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 42 Tc Length (min) (feet) Slope (ft/ft) Velocity Capacity Description (ft/sec) (cfs) 2.6 25 2.4 370 0.1200 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.60" 0.0220 2.55 2.39 Trap/Vee/Rect Channel Flow, Bot.W=3.00' D=0.25' Z= 3.0 '/' Top.W=4.50' n= 0.030 Earth, grassed & winding 5.0 395 Total, Increased to minimum Tc = 6.0 min Runoff Summary for Subcatchment 11S: = 0.92 cfs @ 11.97 hrs, Volume= 0.047 af, Depth= 4.54" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 YR Rainfall=6.25" Area (sf) CN Description 4,140 1,220 5,360 1,220 4,140 98 39 85 >75% Grass cover, Good, HSG A Weighted Average 22.76% Pervious Area 77.24% Impervious Area Tc Length Slope (min) (feet) (ft/ft) Velocity Capacity Description (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 12S: Runoff = 0.07 cfs @ 12.00 hrs, Volume= 0.004 af, Depth= 0.97" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 YR Rainfall=6.25" Area (sf) CN Description 2,010 39 280 98 >75% Grass cover, Good, HSG A 2,290 46 Weighted Average 2,010 87.77% Pervious Area 280 12.23% Impervious Area Tc Length (min) (feet) Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 2.0 30 0.3000 0.24 Sheet Flow, Grass: Dense n= 0.240 P2= 2.60" 2.0 30 Total, Increased to minimum Tc = 6.0 min GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 43 Summary for Subcatchment 13S: Runoff = 0.75 cfs @ 11.97 hrs, Volume= 0.037 af, Depth= 4.11" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 YR Rainfall=6.25" Area (sf) CN Description 3,340 98 1,390 39 >75% Grass cover, Good, HSG A 4,730 81 Weighted Average 1,390 29.39% Pervious Area 3,340 70.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc = 6.0 min Summary for Pond 6P: YARD DRAIN Inflow Area = 0.033 ac, 75.00% Impervious, Inflow Depth = 4.32" for 100 YR event Inflow = 0.24 cfs @ 11.97 hrs, Volume= 0.012 af Outflow = 0.24 cfs @ 11.97 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Primary = 0.24 cfs @ 11.97 hrs, Volume= 0.012 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 318.31' @ 11.97 hrs Device Routing Invert Outlet Devices #1 Primary 318.00' 8.0" Round Culvert L= 51.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 318.00' / 317.50' S= 0.0098'/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=0.23 cfs @ 11.97 hrs HW=318.30' (Free Discharge) 4-1=Culvert (Inlet Controls 0.23 cfs @ 1.48 fps) Summary for Pond 8P: YARD DRAIN Inflow Area = 0.074 ac, 77.57% Impervious, Inflow Depth = 4.50" for 100 YR event Inflow = 0.55 cfs @ 11.97 hrs, Volume= 0.028 af Outflow = 0.55 cfs @ 11.97 hrs, Volume= 0.028 af, Atten= 0%, Lag= 0.0 min Primary = 0.55 cfs @ 11.97 hrs, Volume= 0.028 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 318.03' @ 11.97 hrs GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 44 Device Routing Invert Outlet Devices #1 Primary 317.50' 8.0" Round Culvert L= 51.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 317.50' / 317.25' S= 0.0049'/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=0.53 cfs @ 11.97 hrs HW=318.02' (Free Discharge) 4-1=Culvert (Barrel Controls 0.53 cfs @ 2.49 fps) Summary for Pond 10P: YARD DRAIN Inflow Area = 0.114 ac, 78.31% Impervious, Inflow Depth = 4.55" for 100 YR event Inflow = 0.86 cfs @ 11.97 hrs, Volume= 0.043 af Outflow = 0.86 cfs @ 11.97 hrs, Volume= 0.043 af, Atten= 0%, Lag= 0.0 min Primary = 0.86 cfs @ 11.97 hrs, Volume= 0.043 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 317.99' @ 11.96 hrs Device Routing Invert Outlet Devices #1 Primary 317.25' 8.0" Round Culvert L= 52.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 317.25' / 317.00' S= 0.0048'/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=0.83 cfs @ 11.97 hrs HW=317.98' (Free Discharge) 4-1=Culvert (Inlet Controls 0.83 cfs @ 2.39 fps) Summary for Pond 12P: YARD DRAIN Inflow Area = 0.152 ac, 78.18% Impervious, Inflow Depth = 4.55" for 100 YR event Inflow = 1.13 cfs @ 11.97 hrs, Volume= 0.057 af Outflow = 1.13 cfs @ 11.97 hrs, Volume= 0.057 af, Atten= 0%, Lag= 0.0 min Primary = 1.13 cfs @ 11.97 hrs, Volume= 0.057 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 318.07' @ 11.97 hrs Device Routing Invert Outlet Devices #1 Primary 317.00' 8.0" Round Culvert L= 32.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 317.00' / 316.85' S= 0.0047'/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=1.10 cfs @ 11.97 hrs HW=318.04' (Free Discharge) 4-1=Culvert (Barrel Controls 1.10 cfs @ 3.15 fps) GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 45 Summary for Pond 14P: YARD DRAIN Inflow Area = 0.172 ac, 78.13% Impervious, Inflow Depth = 4.55" for 100 YR event Inflow = 1.29 cfs @ 11.97 hrs, Volume= 0.065 af Outflow = 1.29 cfs @ 11.97 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.0 min Primary = 1.29 cfs @ 11.97 hrs, Volume= 0.065 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 318.48' @ 11.96 hrs Device Routing Invert Outlet Devices #1 Primary 316.85' 8.0" Round Culvert L= 126.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 316.85' / 316.20' S= 0.0052'/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=1.25 cfs @ 11.97 hrs HW=318.40' (Free Discharge) 4-1=Culvert (Barrel Controls 1.25 cfs @ 3.58 fps) Summary for Pond Dl: SHALLOW GRASSED DEPRESSION Inflow Area = 1.020 ac, 75.75% Impervious, Inflow Depth = 0.29" for 100 YR event Inflow = 1.27 cfs @ 12.02 hrs, Volume= 0.025 af Outflow = 0.15 cfs @ 12.26 hrs, Volume= 0.025 af, Atten= 88%, Lag= 14.3 min Discarded = 0.15 cfs @ 12.26 hrs, Volume= 0.025 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 312.46' @ 12.26 hrs Surf.Area= 828 sf Storage= 735 cf Plug -Flow detention time= 55.3 min calculated for 0.025 of (100% of inflow) Center -of -Mass det. time= 55.3 min ( 811.0 - 755.7 ) Volume Invert Avail.Storage Storage Description #1 311.00' 1,005 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 311.00 315 70.0 0 0 315 312.00 540 85.0 422 422 516 312.75 1,040 140.0 582 1,005 1,504 Device Routing Invert Outlet Devices #1 Discarded 311.00' 8.000 in/hr Exfiltration over Surface area #2 Primary 312.50' 10.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 46 Discarded OutFlow Max=0.15 cfs @ 12.26 hrs HW=312.46' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.15 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=311.00' (Free Discharge) 4-2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond DW: DRYWELLS Inflow Area = 0.172 ac, 78.13% Impervious, Inflow Depth = 4.55" for 100 YR event Inflow = 1.29 cfs @ 11.97 hrs, Volume= 0.065 af Outflow = 0.09 cfs @ 11.60 hrs, Volume= 0.065 af, Atten= 93%, Lag= 0.0 min Discarded = 0.09 cfs @ 11.60 hrs, Volume= 0.065 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 318.08' @ 12.57 hrs Surf.Area= 504 sf Storage= 1,152 cf Plug -Flow detention time= 91.6 min calculated for 0.065 af (100% of inflow) Center -of -Mass det. time= 91.5 min ( 887.1 - 795.6 ) Volume Invert Avail.Storage Storage Description #1 314.00' 630 cf 12.00'W x 42.00'L x 5.00'H Prismatoid 2,520 cf Overall - 944 cf Embedded = 1,576 cf x 40.0% Voids #2 315.00' 804 cf 8.00'D x 4.00'H DRYWELL x 4 Inside #1 944 cf Overall - 4.0" Wall Thickness = 804 cf 1,435 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 314.00' 8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.09 cfs @ 11.60 hrs HW=314.06' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.09 cfs) Summary for Pond P1: POROUS PAVEMENT Inflow Area = 0.065 ac, 70.92% Impervious, Inflow Depth = 4.11" for 100 YR event Inflow = 0.05 cfs @ 14.87 hrs, Volume= 0.022 af Outflow = 0.05 cfs @ 14.87 hrs, Volume= 0.022 af, Atten= 0%, Lag= 0.2 min Discarded = 0.05 cfs @ 14.87 hrs, Volume= 0.022 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 317.95' @ 14.87 hrs Surf.Area= 1,880 sf Storage= 1 cf Plug -Flow detention time= 0.4 min calculated for 0.022 af (100% of inflow) Center -of -Mass det. time= 0.4 min ( 1,016.5 - 1,016.1 ) Volume Invert Avail.Storage Storage Description #1 317.95' 865 cf Custom Stage Data (Irregular)Listed below (Recalc) 2,162 cf Overall x 40.0% Voids GINLY_GOTTMANN_POST_DEVELOPMENT Type II 24 -hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 47 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 317.95 1,880 200.0 0 0 1,880 319.10 1,880 200.0 2,162 2,162 2,110 Device Routing Invert Outlet Devices #1 Discarded 317.95' 8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.35 cfs @ 14.87 hrs HW=317.95' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.35 cfs) Summary for Pond P2: POROUS PAVEMENT Inflow Area = 0.735 ac, 80.80% Impervious, Inflow Depth = 4.76" for 100 YR event Inflow = 0.67 cfs @ 14.83 hrs, Volume= 0.291 af Outflow = 0.67 cfs @ 14.84 hrs, Volume= 0.291 af, Atten= 0%, Lag= 0.6 min Discarded = 0.67 cfs @ 14.84 hrs, Volume= 0.291 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 318.51' @ 14.84 hrs Surf.Area= 6,590 sf Storage= 18 cf Plug -Flow detention time= 0.4 min calculated for 0.291 af (100% of inflow) Center -of -Mass det. time= 0.4 min ( 999.6 - 999.2 ) Volume Invert Avail.Storage Storage Description #1 318.50' 3,163 cf Custom Stage Data (Irregular)Listed below (Recalc) 7,908 cf Overall x 40.0% Voids Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 318.50 6,590 625.0 0 0 6,590 319.70 6,590 625.0 7,908 7,908 7,340 Device Routing Invert Outlet Devices #1 Discarded 318.50' 8.000 in/hr Exfiltration over Surface area #2 Primary 319.40' 4.0" Round DRAIN L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 319.40' / 311.25' S= 0.1164'/' Cc= 0.900 n= 0.010, Flow Area= 0.09 sf Discarded OutFlow Max=1.22 cfs @ 14.84 hrs HW=318.51' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 1.22 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=318.50' (Free Discharge) 4-2=DRAIN ( Controls 0.00 cfs) GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 48 Summary for Pond P3: POROUS PAVEMENT Inflow Area = 0.074 ac, 75.85% Impervious, Inflow Depth = 4.43" for 100 YR event Inflow = 0.06 cfs @ 14.85 hrs, Volume= 0.027 af Outflow = 0.06 cfs @ 14.86 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.4 min Discarded = 0.06 cfs @ 14.86 hrs, Volume= 0.027 af Routing by Stor-lnd method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 317.61' @ 14.86 hrs Surf.Area= 730 sf Storage= 2 cf Plug -Flow detention time= 0.4 min calculated for 0.027 af (100% of inflow) Center -of -Mass det. time= 0.4 min ( 1,008.4 - 1,008.0 ) Volume Invert Avail.Storage Storage Description #1 317.60' 336 cf Custom Stage Data (Irregular)Listed below (Recalc) 839 cf Overall x 40.0% Voids Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 317.60 730 115.0 0 0 730 318.75 730 115.0 839 839 862 Device Routing Invert Outlet Devices #1 Discarded 317.60' 8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.14 cfs @ 14.86 hrs HW=317.61' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.14 cfs) Summary for Pond T1: INF TRENCH Inflow Area = 0.123 ac, 77.24% Impervious, Inflow Depth = 4.54" for 100 YR event Inflow = 0.92 cfs @ 11.97 hrs, Volume= 0.047 af Outflow = 0.69 cfs @ 12.03 hrs, Volume= 0.047 af, Atten= 24%, Lag= 3.9 min Discarded = 0.07 cfs @ 11.60 hrs, Volume= 0.035 af Primary = 0.62 cfs @ 12.03 hrs, Volume= 0.011 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 312.45' @ 12.03 hrs Surf.Area= 376 sf Storage= 443 cf Plug -Flow detention time= 21.3 min calculated for 0.047 af (100% of inflow) Center -of -Mass det. time= 21.3 min ( 817.3 - 796.0 ) Volume Invert Avail.Storage Storage Description #1 309.50' 451 cf 4.00W x 94.00'L x 3.00'H Prismatoid 1,128 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Discarded 309.50' 8.000 in/hr Exfiltration over Surface area #2 Primary 311.50' 6.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 311.50' / 311.25' S= 0.0250'/' Cc= 0.900 GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124 -hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 11/1/2018 HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 49 n= 0.010, Flow Area= 0.20 sf Discarded OutFlow Max=0.07 cfs @ 11.60 hrs HW=309.54' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=0.61 cfs @ 12.03 hrs HW=312.41' (Free Discharge) 4-2=Culvert (Inlet Controls 0.61 cfs @ 3.09 fps) Summary for Pond T2: INF TRENCH Inflow Area = 0.109 ac, 70.61% Impervious, Inflow Depth = 4.11" for 100 YR event Inflow = 0.75 cfs @ 11.97 hrs, Volume= 0.037 af Outflow = 0.62 cfs @ 12.02 hrs, Volume= 0.037 af, Atten= 17%, Lag= 3.3 min Discarded = 0.06 cfs @ 11.60 hrs, Volume= 0.028 af Primary = 0.57 cfs @ 12.02 hrs, Volume= 0.009 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 312.31' @ 12.02 hrs Surf.Area= 304 sf Storage= 342 cf Plug -Flow detention time= 21.8 min calculated for 0.037 af (100% of inflow) Center -of -Mass det. time= 21.7 min ( 828.6 - 806.9 ) Volume Invert Avail.Storage Storage Description #1 309.50' 365 cf 4.00W x 76.00'L x 3.00'H Prismatoid 912 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Discarded 309.50' 8.000 in/hr Exfiltration over Surface area #2 Primary 311.50' 6.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 311.50' / 311.25' S= 0.0250'/' Cc= 0.900 n= 0.010, Flow Area= 0.20 sf Discarded OutFlow Max=0.06 cfs @ 11.60 hrs HW=309.54' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.54 cfs @ 12.02 hrs HW=312.27' (Free Discharge) 4-2=Culvert (Inlet Controls 0.54 cfs @ 2.73 fps) Summary for Link 1: ROUTE 50 Inflow Area = 0.268 ac, 28.79% Impervious, Inflow Depth = 1.75" for 100 YR event Inflow = 0.79 cfs @ 11.98 hrs, Volume= 0.039 af Primary = 0.79 cfs @ 11.98 hrs, Volume= 0.039 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs GINLY_GOTTMANN_POST_DEVELOPMENT Prepared by {enter your company name here} HydroCAD® 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Type II 24 -hr 100 YR Rainfall=6.25" Printed 11/1/2018 Page 50 Inflow Area = Inflow = Primary = Primary outflow = Inflow Area = Inflow = Primary = Primary outflow = Summary for Link 2: ALLEY 1.251 ac, 63.55% Impervious, Inflow Depth = 0.15" for 100 YR event 0.26 cfs @ 12.00 hrs, Volume= 0.016 af 0.26 cfs @ 12.00 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.0 min Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Summary for Link T: TOTAL PREDEVELOPMENT RUNOFF 1.519 ac, 57.42% Impervious, Inflow Depth = 0.44" for 100 YR event 1.05 cfs @ 11.99 hrs, Volume= 0.055 af 1.05 cfs @ 11.99 hrs, Volume= 0.055 af, Atten= 0%, Lag= 0.0 min Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs