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HomeMy WebLinkAbout20220339 120 S Broadway Stormwater Management Narrative Stormwater Management Narrative PROPOSED MULTI-FAMILY RESIDENTIAL DEVELOPMENT DISTRICT @ 120 120 South Broadway (NYS Route 9) City of Saratoga Springs Saratoga County, New York April 2022 Revised August 2022 Prepared By: The Environmental Design Partnership, LLP 900 Route 146 Clifton Park, NY 12065 ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. ENVIRONMENTAL DESIGN GM 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.............................................................5 5.0 Post-Development Stormwater Analysis..........................................................................................5 5.1 Stormwater Management Areas#1-#4—Underground Infiltration.................................................6 5.3 Stormwater Management Area #6 &#7—Infiltration Trenches......................................................7 5.4 NYS Unified Stormwater Sizing Criteria ............................................................................................7 5.4.1 Water Quality(WQv) ....................................................................................................................7 5.4.2 Runoff Reduction Volume(RRv)....................................................................................................9 5.4.2.1 Green Infrastructure Practices......................................................................................................9 5.4.2.2 Stormwater Management Practices.............................................................................................9 5.4.3 Channel Protection (CPv)............................................................................................................. 10 5.4.4 Overbank Flood(Qp)................................................................................................................... 11 5.4.5 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 bENVIRONMENTAL DESIGN PARTNERSHIP, LLP. 1.0 Introduction Strategies, LLC are proposing to develop an approximately 2.64 acre parcel of land with a 58 unit multi-family residential development. The project site is located on the easter side of South Brodway, north of the intersection with West Fenlon Street, in the City of Saratoga Springs, New York. The proposed site development includes the construction of a private access road, towhouse and apartment units, driveways, sidewalks, extension of municipal water and sewer, and on-site stormwater management. The area of proposed disturbance is approximately 2.46 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 underground infiltration devices, drywells, and infiltration trenches a total storage volume of approximately 0.51 acre-ft. 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 a commercially developed parcel with four existing buildings and associated driveways and parking areas that will be removed. The existing project site also contains wooded area in the back which will remain. The topography of the land consists of drainage towards South Broadway and toward the existing on-site drywells. The typical slopes range from 1%to 20%. Elevations at the site vary between 323 and 335 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 May 2021 and found a fine to medium sand to a depth of up to 6 ft. There was no indication of mottling or groundwater. The results from the test pits are consistent with the NRCS soil survey records. Infiltration testing have been performed on the site in limit areas due the existing conditions and most of the site being currently paved or buildings. Infiltration testing reveal well drained soils in accordance with HSG A type soils. Soil infiltration rates were in excess of 60 inches per 3 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. hour and a conservative infiltration rate of 8 inches per hour was used in the stormwater modeling. Infiltration testing will be performed at the bottom of the proposed infiltration areas at the start of construction, when the existing impervious area is removed and earth is excavated. 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. Eight 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 Design Points Storm Event Total 1 2 1-Year(2.20") 0.02 0.00 0.02 10-Year (4.00") 2.04 0.02 2.06 100-Year (6.50") 6.17 5.66 11.83 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. 4 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518) 371-9540 e-mail: info@edpllp.com b ENVIRONMENTAL DESIGN I� PARTNERSHIP, LLP. 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 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 parking reduction and soil restoration. The townhouse units will have individual garages within each unit. The allows for a parking area reduction on the project site. 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 Post-Development Stormwater Analysis 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. Nine (9) subcatchments were used to represent the post development drainage conditions of the site. Site development includes the construction of a private access road, townhouse and apartment units, driveways, and sidewalks. 5 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. Stormwater management practices have been designed to provide storage, infiltration, and attenuation of stormwater runoff from the proposed impervious surfaces on the site. 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 88. The HydroCAD model results for the post-development conditions are included within Attachment B. 5.1 Stormwater Management Areas#144—Underground Infiltration Stormwater Management Areas #1 through #4 will provide treatment and attenuation of stormwater runoff from the proposed buildings, parking and travel surfaces. The stormwater runoff will be collected within a closed drainage system and piped to the stormwater management areas. The total usable storage volume of SMA's #1-4 will be on the order of 20,460 cubic feet; the contributing area includes approximately 2.42 acres with approximately 2.09 acres of impervious area. SMA's #1-4 has been designed as underground infiltration systems. Chapter 9 of the NYS Stormwater Design Manual (Manual) recognizes underground infiltration systems as standard infiltration practices when all the required elements, design guidance, soil testing, and maintenance requirements are followed. Infiltration practices can meet detention and channel protection requirements with the soil infiltration rate is greater than 5 inches per hour. Pretreatment will be provided with a "treatment train" including vortex hydrodynamic water quality units, a header system and an isolator row, which have been sized to treat the stormwater runoff from the contributing area. The infiltration rate for the design modeling has been conservatively estimated at 8 inches/hour. The stormwater management area will be able to fully drain in less than 30 hours. The underground infiltration system specified are the Stormtech SC-740 Stormwater Chambers or an approved equal. The SC-740 chambers are 85.4" long x 51" wide x 30" tall and have a storage of +/-46 cubic feet per chamber. SMA's # 1 & 4 consist of 44ea SC-740 chambers each for a total storage volume on the order of 2,024 cubic feet each, respectively and SMA's #2 & 3 consist of 51ea chambers for a total storage volume of 2,436 cubic feet. Additionally, all SMA's #1-4 are surrounded in 1 foot minimum of stone to provide additional storage volume within the stone voids. SMA's #1-4 will be located in each of the four paved quadrants of the proposed site development. The SMA has been designed to fully attenuate and infiltrate the contributing stormwater runoff. An overflow structure and outlet pipe have been incorporated into the design and an emergency overflow and would direct any flows to the closed drainage system in 6 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518) 371-9540 e-mail: info@edpllp.com bENVIRONMENTAL DESIGN PARTNERSHIP, LLP. the South Broadway right of way. Stormwater modeling indicates that the overflow would not be required for events up to and including the 100 year design storm event. 5.2 Stormwater Management Area #5— Drywell Stormwater Management Area #5 has been designed as a drywell in order to attenuate and infiltrate the runoff from the proposed building #2 rooftop that fronts along the property line adjacent to the existing bank. Stormwater runoff from this portion of rooftop will be collected by sheet flow off the roof to a low point where the drywell is located. SMA#5 has been designed as a drywell. The design manual allows for the use of drywells to treat and attenuate runoff from rooftops. SMA#5 has been designed to fully attenuate and infiltrate the runoff from storm events up to and including the 100 year storm event. 5.3 Stormwater Management Area #6 &#7—Infiltration Trenches Stormwater Management Area #6 and #7 have been designed as infiltration trenches in order to attenuate and infiltrate the Stormwater runoff from the proposed sidewalks along the northern and southern sides of the property. The total area contributing to the infiltration trenches will be on the order of 0.13 acres with approximately 0.03 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#3 and #2, respectively. 5.4 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 nine (9) 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. 5.4.1 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 7 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. 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 (WQV) and special attention is given to this volume of runoff to meet water quality objectives. 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 (WQv), 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, WQ,,, is calculated as follows: _ P-R, -A W�v 12 Where: WQ = water quality volume (acre-feet) P = 90% rainfall event number Rv= 0.05+0.009(I), where I is percent impervious cover A = site area (acres), impervious area used with I = 100% Table 2: Required Water Quality Volume SMA P Rv A (ac) Required WQv(cf) Provided WQv (cf) I.D. SMA#1 1.1 0.74 0.53 1,586 1,586 SMA#2 1.1 0.87 0.65 2,264 2,264 SMA#3 1.1 0.89 0.59 2,103 2,103 SMA#4 1.1 0.79 0.65 2,051 2,051 SMA#5 1.1 0.40 0.06 103 103 SMA#6 1.1 0.26 0.11 112 112 SMA#7 1.1 0.31 0.02 29 29 Total 8,248 8,248 8 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518) 371-9540 e-mail: info@edpllp.com bENVIRONMENTAL DESIGN PARTNERSHIP, LLP. 5.4.2 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 2.64 acres with a total proposed impervious area on the order of 2.15 acres (81.43%). The resulting WQv for the project site has been computed to be 8,248 cf. Runoff reduction will be provided by a combination of standard SMP's with RRv capacity with the calculations summarized in Appendix A. 5.4.2.1 Green Infrastructure Practices The proposed project is proposing to infiltrate all runoff from the proposed impervious areas. The use of infiltration devices are considered Standard SMP's with RRv capacity according to the Design Manual. However, these infiltration practices provide similar benefits to the use of green infrastructure. All runoff is treated, stored, and infiltrated back into the existing soi. 5.4.2.2 Stormwater 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 underground infiltration devices 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 8,248 cf. Table 3: Runoff Reduction Volume Summary Runoff Reduction Technique RRv (cf) Infiltration Practices 8,248 Total Site Reduction 8,248 Required WQv 8,248 %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 PARTNERSHIP, LLP. Table 4: Non-Feasible Green Infrastructure Practices Green Infrastructure Reason use is not feasible Practice Natural Conservation Due to the existing topography and allowable density on the site the Area conservation of natural areas is not feasible. Due to the existing topography and allowable density on the site the use of Riparian Buffers buffers and filter strips is not feasible. Vegetated Swales The close proximity of the buildings 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 infiltration devices. Green Roofs Green Roofs for residential homes are not feasible due to cost of construction and maintenance concerns. The proposed rooftops will drain to the proposed dry wells and infiltration Stormwater Planters devices.Stormwater Planters would require greater homeowner maintenance as the methods currently implemented for runoff reduction The proposed rooftops will drain to the proposed dry wells and infiltration Rain Barrels/Cisterns devices. Rain Barrels/Cisterns would require greater homeowner maintenance as the methods currently implemented for runoff reduction. 5.4.3 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 Cpv requirement is typically satisfied by providing additional storage above the water quality (WQ,) 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 2.20 inches the required Cpv was calculated as presented in Table 5. 10 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. Table 5: Channel Protection Volume Summary 1-Year CpV CpV Design (required) (provided) Storm (in) (ft3) (ft3) SMA#1 2.20 1,742 2,797 SMA#2 2.20 3,528 3,622 SMA#3 2.20 3,397 3,547 SMA#4 2.20 2,657 2,726 SMA#5 2.20 44 315 SMA#6 2.20 44 1,073 SMA#7 2.20 44 451 11,366 14,831 5.4.4 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 4.00 inches, the underground storage chambers, drywells, and infiltration trenches 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 bENVIRONMENTAL DESIGN PARTNERSHIP, LLP. Table 6: Overbank Flow Runoff Summary 10-year(4.00") runoff rate (cfs) Design Point Predevelopment Post-Development 1 2.04 0.33 2 0.02 0.00 T (TOTAL) 2.06 0.33 5.4.5 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 6.50 inches, the underground storage chambers, drywells, and infiltration trenches 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 100-year (6.50") runoff rate (cfs) Design Point Predevelopment Post-Development 1 6.17 1.55 2 5.66 0.00 T (TOTAL) 11.83 1.55 12 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518) 371-9540 e-mail: info@edpllp.com bENVIRONMENTAL DESIGN 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 underground storage chambers, drywells, and infiltration trenches. 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 10-Year 100-Year Storm Storm Storm Pre-Development 0.02 2.06 11.83 Post-Development 0.00 0.33 1.55 Overall Reduction (cfs) 0.02 1.70 10.28 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 ;Zk- Nichola Zeglen, 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 GM PARTNERSHIP, LLP. REFERENCES HydroCAD version 8.50, Applied Microcomputer Systems, Chocura, New Hampshire. 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:Hwebsoilsurvey.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 ENVIRONMENTAL DESIGN eco 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 GM PARTNERSHIP, LLP. Da'n St aratoga Spri nq wing St Grec�nridclte metery Saratoga Dace Lour ri 01 e & Hal I of Fame Project Site Saratoga Casino Hots 16 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518) 371-9540 e-mail: info@edpllp.com N a Y I r-00 i LANDS N/F OF F ti l GREENRIDGE CEMETERY ASSOCIATION, INC. Z d .� sooK 942 of oEEos AT PACE�. LL! LLI c FE11O N M 0 o ax..ss�a r 00 0 oo __—_—_—__ _- Aase.s -—-—-— M Q _ ___— — p (1 C 00 0 o a•.ws, 59370 C0'W a„.w o 0 0 0 0 0 000 m LLI rn 5 wr N N 3 s W 3 F � 4S Q � AlNxvm s.w] d J LJ LANDS NIT OF CNARLES A. oONELL P^�T As Iv..Ew�,„ � Q O SAR ENT Nw P 5VIELL ^ A P dy a ® Q N?590'00'E °"0 LV a W -- -- a.� g W O f I m seas= AREA 2.6102 ACRES .. Ln & d 75 ❑— Y d A� L O i U) Q LANDS N OF S R MONRO R INC. 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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 0 IIIIIIII Water Quality Volume (WQv) Calculations Project: 120 South Broadway ENVIRONMENTAL Date: 4/13/2022 DESIGN PARTNERSHIP,LLP 900 Route 146 Clifton Park, New York 12065 Phone:(518)371-7621 FAX:(518)371-9540 SMA I.D. AREA (SF) I (SF) I (%) Rv WQv (cu-ft) WQv Provided cu-ft SMA 1 23,265 17,934 77% 0.74 1,586 4,383 SMA 2 28,369 25,865 91% 0.87 2,264 5,650 SMA 3 25,667 24,065 94% 0.89 2,103 5,650 SMA 4 28,156 23,295 83% 0.79 2,051 4,777 SMA 5 2,818 1,087 39% 0.40 103 418 SMA 6 4,624 1,100 24% 0.26 112 1,185 SMA 7 1,025 300 29% 0.31 29 480 Totals 113,924 93,646 8,248 22,643 WQv calcs Page 1 � IIIIIIII Runoff Reduction Volume (RRv) Calculations oD Project: 120 South Broadway ENVIRONMENTAL DESIGN Date: 4/13/2022 PARTNERSHIP, LLP 900 Route 146 Clifton Park,New York 12065 Phone:(518)371-7621 FAX:(518)371-9540 Total Site Area= 2.59 acres P= 1.1 in 1= 82.6 % WQv= 8,248 cf Rv= 0.182 Stormwater Management Practices Infiltration I.D. WQv Provided(cf) % Reduction Max Reduction (cf) Reduction (cf) (Contributing WQv) SMA#1 4383 100 1586 1,586 SMA#2 5650 100 2264 2,264 SMA#3 1 5650 100 2103 2,103 SMA#4 4777 100 2051 2,051 SMA#5 418 100 103 103 SMA#6 1185 100 104 112 SMA#7 480 100 29 29 i from Standard SMPs= 8,248 cf Total Overall RRv= 8,248 cf % Min. Reduction= 611% R.\SARAT - - - BROADWAY.xls 4/13/2022 ENVIRONMENTAL DESIGN GM 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 7S 4S 5P 5S 2P 3P 6S (8S (is (3S Z4 P 6P � 1 P � OFF1 OFF2 � 2S OFF1 OFF 2 TOTAL TOTAL PREDEVELOPMENT RUNOFF Subcat Reach on Link Routing Diagram for PREDEVELOPMENT 120_S_BROADWAY Prepared by EDP, Printed 8/9/2022 HydroCAD®10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC PREDEVELOPM ENT_120_S_BROADWAY Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1 YEAR Type II 24-hr Default 24.00 1 2.20 2 2 10 YEAR Type II 24-hr Default 24.00 1 4.00 2 3 100 YEAR Type II 24-hr Default 24.00 1 6.50 2 PREDEVELOPM ENT_120_S_BROADWAY Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 3 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 1.172 39 >75% Grass cover, Good, HSG A (1 S, 2S, 3S, 4S, 5S, 6S, 7S, 8S) 1.286 98 Unconnected pavement, HSG A (1 S, 3S, 4S, 5S, 6S, 7S, 8S) 0.098 98 Unconnected roofs, HSG A (2S) 0.082 98 Water Surface, HSG A (1 S) 2.639 72 TOTAL AREA PREDEVELOPM ENT_120_S_BROADWAY Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 4 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 2.639 HSG A 1 S, 2S, 3S, 4S, 5S, 6S, 7S, 8S 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 2.639 TOTAL AREA PREDEVELOPMENT_120_S_BROADWAY Type/1 24-hr 1 YEAR Rainfall=2.20" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 1S: Runoff = 0.54 cfs @ 12.10 hrs, Volume= 0.038 af, Depth= 0.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YEAR Rainfall=2.20" Area (so CN Description 17,698 98 Unconnected pavement, HSG A 9,881 39 >75% Grass cover, Good, HSG A 3,583 98 Water Surface, HSG A 31,162 79 Weighted Average 9,881 31.71% Pervious Area 21,281 68.29% Impervious Area 17,698 83.16% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 100 0.0100 0.11 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 1.4 170 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 16.0 270 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= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YEAR Rainfall=2.20" Area (so CN Adj Description 14,044 39 >75% Grass cover, Good, HSG A 4,290 98 Unconnected roofs, HSG A 18,334 53 46 Weighted Average, UI Adjusted 14,044 76.60% Pervious Area 4,290 23.40% Impervious Area 4,290 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 100 0.0100 0.11 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 2.4 215 0.0100 1.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 17.0 315 Total PREDEVELOPMENT_120_S_BROADWAY Type/1 24-hr 1 YEAR Rainfall=2.20" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 3S: Runoff = 0.02 cfs @ 12.03 hrs, Volume= 0.002 af, Depth= 0.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YEAR Rainfall=2.20" Area (so CN Description 3,814 39 >75% Grass cover, Good, HSG A 2,890 98 Unconnected pavement, HSG A 6,704 64 Weighted Average 3,814 56.89% Pervious Area 2,890 43.11% Impervious Area 2,890 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 38 0.0100 0.09 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" Summary for Subcatchment 4S: Runoff = 0.21 cfs @ 11.98 hrs, Volume= 0.010 af, Depth= 0.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YEAR Rainfall=2.20" Area (so CN Description 5,792 98 Unconnected pavement, HSG A 2,723 39 >75% Grass cover, Good, HSG A 8,515 79 Weighted Average 2,723 31.98% Pervious Area 5,792 68.02% Impervious Area 5,792 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 30 0.2000 0.30 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 1.4 170 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.1 200 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 5S: Runoff = 0.29 cfs @ 11.98 hrs, Volume= 0.014 af, Depth= 0.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type 11 24-hr 1 YEAR Rainfall=2.20" PREDEVELOPMENT_120_S_BROADWAY Type/1 24-hr 1 YEAR Rainfall=2.20" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 7 Area (so CN Description 7,774 98 Unconnected pavement, HSG A 3,662 39 >75% Grass cover, Good, HSG A 11,436 79 Weighted Average 3,662 32.02% Pervious Area 7,774 67.98% Impervious Area 7,774 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 30 0.0100 0.09 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 0.5 20 0.0100 0.67 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 6.1 50 Total Summary for Subcatchment 6S: Runoff = 0.04 cfs @ 12.03 hrs, Volume= 0.005 af, Depth= 0.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YEAR Rainfall=2.20" Area (so CN Description 6,839 98 Unconnected pavement, HSG A 9,754 39 >75% Grass cover, Good, HSG A 16,593 63 Weighted Average 9,754 58.78% Pervious Area 6,839 41.22% Impervious Area 6,839 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 30 0.0100 0.09 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 0.5 20 0.0100 0.67 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 6.1 50 Total Summary for Subcatchment 7S: Runoff = 0.30 cfs @ 11.98 hrs, Volume= 0.015 af, Depth= 0.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type 11 24-hr 1 YEAR Rainfall=2.20" PREDEVELOPMENT_120_S_BROADWAY Type/1 24-hr 1 YEAR Rainfall=2.20" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 8 Area (so CN Description 8,410 98 Unconnected pavement, HSG A 4,463 39 >75% Grass cover, Good, HSG A 12,873 78 Weighted Average 4,463 34.67% Pervious Area 8,410 65.33% Impervious Area 8,410 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 30 0.2000 0.30 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 1.4 170 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.1 200 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 8S: Runoff = 0.27 cfs @ 11.98 hrs, Volume= 0.013 af, Depth= 0.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YEAR Rainfall=2.20" Area (so CN Description 6,620 98 Unconnected pavement, HSG A 2,712 39 >75% Grass cover, Good, HSG A 9,332 81 Weighted Average 2,712 29.06% Pervious Area 6,620 70.94% Impervious Area 6,620 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 30 0.2000 0.30 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 1.4 170 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.1 200 Total, Increased to minimum Tc= 6.0 min Summary for Pond 1 P: Inflow Area = 0.930 ac, 68.90% Impervious, Inflow Depth = 0.50" for 1 YEAR event Inflow = 0.54 cfs @ 12.10 hrs, Volume= 0.038 of Outflow = 0.04 cfs @ 11.85 hrs, Volume= 0.038 af, Atten= 92%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.85 hrs, Volume= 0.038 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs PREDEVELOPMENT_120_S_BROADWAY Type/1 24-hr 1 YEAR Rainfall=2.20" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 9 Peak Elev= 319.00'@ 13.65 hrs Surf.Area= 226 sf Storage= 701 cf Plug-Flow detention time= 164.3 min calculated for 0.038 of(100% of inflow) Center-of-Mass det. time= 164.2 min ( 1,038.6 - 874.4 ) Volume Invert Avail.Storage Storage Description #1 314.35' 905 cf 8.00'D x 9.00'H DRYWELL x 2 Inside#2 #2 314.35' 452 cf 12.00'D x 9.00'H Vertical Cone/Cylinderx 2 2,036 cf Overall - 905 cf Embedded = 1,131 cf x 40.0% Voids 1,357 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 314.35' 8.000 in/hr Exfiltration over Surface area #2 Primary 323.35' 1.0" Horiz. Orifice/Grate X 10.00 columns X 5 rows C= 0.600 in 30.0" Grate (6% open area) Limited to weir flow at low heads Discarded OutFlow Max=0.04 cfs @ 11.85 hrs HW=314.46' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=314.35' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 2P: Inflow Area = 0.491 ac, 66.40% Impervious, Inflow Depth = 0.26" for 1 YEAR event Inflow = 0.21 cfs @ 11.98 hrs, Volume= 0.010 of Outflow = 0.04 cfs @ 11.85 hrs, Volume= 0.01Oaf, Atten= 80%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.85 hrs, Volume= 0.010 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 315.77'@ 12.18 hrs Surf.Area= 226 sf Storage= 116 cf Plug-Flow detention time= 17.9 min calculated for 0.010 of(100% of inflow) Center-of-Mass det. time= 17.9 min ( 883.0 - 865.1 ) Volume Invert Avail.Storage Storage Description #1 315.00' 804 cf 8.00'D x 8.00'H DRYWELL x 2 Inside#2 #2 315.00' 402 cf 12.00'D x 8.00'H Vertical Cone/Cylinderx 2 1,810 cf Overall - 804 cf Embedded = 1,005 cf x 40.0% Voids 1,206 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 315.00' 8.000 in/hr Exfiltration over Surface area #2 Primary 323.95' 1.0" Horiz. Orifice/Grate X 10.00 columns X 5 rows C= 0.600 in 30.0" Grate (6% open area) Limited to weir flow at low heads PREDEVELOPMENT_120_S_BROADWAY Type/1 24-hr 1 YEAR Rainfall=2.20" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 10 Discarded OutFlow Max=0.04 cfs @ 11.85 hrs HW=315.09' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=315.00' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 3P: Inflow Area = 0.754 ac, 66.95% Impervious, Inflow Depth = 0.22" for 1 YEAR event Inflow = 0.29 cfs @ 11.98 hrs, Volume= 0.014 of Outflow = 0.04 cfs @ 11.85 hrs, Volume= 0.014 af, Atten= 85%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.85 hrs, Volume= 0.014 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 316.45'@ 12.31 hrs Surf.Area= 226 sf Storage= 174 cf Plug-Flow detention time=28.0 min calculated for 0.014 of(100% of inflow) Center-of-Mass det. time=28.0 min ( 893.2 - 865.2 ) Volume Invert Avail.Storage Storage Description #1 315.00' 435 cf 8.00'D x 8.65'H DRYWELL Inside#2 #2 315.00' 609 cf 12.00'D x 8.65'H Vertical Cone/Cylinderx 2 1,957 cf Overall - 435 cf Embedded = 1,522 cf x 40.0% Voids 1,044 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 315.00' 8.000 in/hr Exfiltration over Surface area #2 Primary 323.65' 1.0" Horiz. Orifice/Grate X 10.00 columns X 5 rows C= 0.600 in 30.0" Grate (6% open area) Limited to weir flow at low heads Discarded OutFlow Max=0.04 cfs @ 11.85 hrs HW=315.15' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=315.00' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 4P: Inflow Area = 1.134 ac, 58.31% Impervious, Inflow Depth = 0.05" for 1 YEAR event Inflow = 0.04 cfs @ 12.03 hrs, Volume= 0.005 of Outflow = 0.03 cfs @ 12.09 hrs, Volume= 0.005 af, Atten= 25%, Lag= 3.8 min Discarded = 0.03 cfs @ 12.09 hrs, Volume= 0.005 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 314.96'@ 12.09 hrs Surf.Area= 226 sf Storage= 7 cf Plug-Flow detention time=3.9 min calculated for 0.005 of(100% of inflow) PREDEVELOPMENT_120_S_BROADWAY Type/1 24-hr 1 YEAR Rainfall=2.20" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 11 Center-of-Mass det. time= 3.9 min ( 970.8 - 966.9 ) Volume Invert Avail.Storage Storage Description #1 314.90' 412 cf 8.00'D x 8.20'H DRYWELL Inside#2 #2 314.90' 577 cf 12.00'D x 8.20'H Vertical Cone/Cylinderx 2 1,855 cf Overall - 412 cf Embedded = 1,443 cf x 40.0% Voids 989 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 314.90' 8.000 in/hr Exfiltration over Surface area #2 Primary 323.10' 1.0" Horiz. Orifice/Grate X 10.00 columns X 5 rows C= 0.600 in 30.0" Grate (6% open area) Limited to weir flow at low heads Discarded OutFlow Max=0.04 cfs @ 12.09 hrs HW=314.95' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=314.90' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 5P: Inflow Area = 0.296 ac, 65.33% Impervious, Inflow Depth = 0.60" for 1 YEAR event Inflow = 0.30 cfs @ 11.98 hrs, Volume= 0.015 of Outflow = 0.04 cfs @ 11.85 hrs, Volume= 0.015 af, Atten= 86%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.85 hrs, Volume= 0.015 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 317.42'@ 12.35 hrs Surf.Area= 226 sf Storage= 185 cf Plug-Flow detention time=30.8 min calculated for 0.015 of(100% of inflow) Center-of-Mass det. time= 30.8 min ( 900.1 - 869.3 ) Volume Invert Avail.Storage Storage Description #1 316.40' 1,176 cf 8.00'D x 7.80'H DRYWELLx 3 Inside#2 #2 316.40' 235 cf 12.00'D x 7.80'H Vertical Cone/Cylinderx 2 1,764 cf Overall - 1,176 cf Embedded= 588 cf x 40.0% Voids 1,411 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 316.40' 8.000 in/hr Exfiltration over Surface area #2 Primary 324.20' 1.0" Horiz. Orifice/Grate X 10.00 columns X 5 rows C= 0.600 in 30.0" Grate (6% open area) Limited to weir flow at low heads Discarded OutFlow Max=0.04 cfs @ 11.85 hrs HW=316.51' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=316.40' (Free Discharge) L2=Orifi ce/G rate ( Controls 0.00 cfs) PREDEVELOPMENT_120_S_BROADWAY Type/1 24-hr 1 YEAR Rainfall=2.20" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 12 Summary for Pond 6P: Inflow Area = 0.214 ac, 70.94% Impervious, Inflow Depth = 0.73" for 1 YEAR event Inflow = 0.27 cfs @ 11.98 hrs, Volume= 0.013 of Outflow = 0.04 cfs @ 11.80 hrs, Volume= 0.013 af, Atten= 85%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.80 hrs, Volume= 0.013 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 316.89'@ 12.26 hrs Surf.Area= 226 sf Storage= 165 cf Plug-Flow detention time=26.3 min calculated for 0.013 of(100% of inflow) Center-of-Mass det. time=26.3 min ( 883.2 - 856.9 ) Volume Invert Avail.Storage Storage Description #1 315.80' 764 cf 8.00'D x 7.60'H DRYWELL x 2 Inside#2 #2 315.80' 382 cf 12.00'D x 7.60'H Vertical Cone/Cylinderx 2 1,719 cf Overall - 764 cf Embedded = 955 cf x 40.0% Voids 1,146 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 315.80' 8.000 in/hr Exfiltration over Surface area #2 Primary 323.40' 1.0" Horiz. Orifice/Grate X 10.00 columns X 5 rows C= 0.600 in 30.0" Grate (6% open area) Limited to weir flow at low heads Discarded OutFlow Max=0.04 cfs @ 11.80 hrs HW=315.88' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=315.80' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) Summary for Link OFF1: OFF1 Inflow Area = 1.084 ac, 65.24% Impervious, Inflow Depth = 0.02" for 1 YEAR event Inflow = 0.02 cfs @ 12.03 hrs, Volume= 0.002 of Primary = 0.02 cfs @ 12.03 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Summary for Link OFF2: OFF 2 Inflow Area = 1.555 ac, 48.86% Impervious, Inflow Depth = 0.00" for 1 YEAR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs PREDEVELOPMENT_120_S_BROADWAY Type/1 24-hr 1 YEAR Rainfall=2.20" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 13 Summary for Link TOTAL: TOTAL PREDEVELOPMENT RUNOFF Inflow Area = 2.639 ac, 55.59% Impervious, Inflow Depth = 0.01" for 1 YEAR event Inflow = 0.02 cfs @ 12.03 hrs, Volume= 0.002 of Primary = 0.02 cfs @ 12.03 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs PREDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 10 YEAR Rainfall=4.00" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 1S: Runoff = 1.75 cfs @ 12.09 hrs, Volume= 0.117 af, Depth= 1.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YEAR Rainfall=4.00" Area (so CN Description 17,698 98 Unconnected pavement, HSG A 9,881 39 >75% Grass cover, Good, HSG A 3,583 98 Water Surface, HSG A 31,162 79 Weighted Average 9,881 31.71% Pervious Area 21,281 68.29% Impervious Area 17,698 83.16% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 100 0.0100 0.11 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 1.4 170 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 16.0 270 Total Summary for Subcatchment 2S: Runoff = 0.02 cfs @ 12.25 hrs, Volume= 0.007 af, Depth= 0.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YEAR Rainfall=4.00" Area (so CN Adj Description 14,044 39 >75% Grass cover, Good, HSG A 4,290 98 Unconnected roofs, HSG A 18,334 53 46 Weighted Average, UI Adjusted 14,044 76.60% Pervious Area 4,290 23.40% Impervious Area 4,290 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 100 0.0100 0.11 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 2.4 215 0.0100 1.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 17.0 315 Total PREDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 10 YEAR Rainfall=4.00" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 3S: Runoff = 0.24 cfs @ 11.99 hrs, Volume= 0.012 af, Depth= 0.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YEAR Rainfall=4.00" Area (so CN Description 3,814 39 >75% Grass cover, Good, HSG A 2,890 98 Unconnected pavement, HSG A 6,704 64 Weighted Average 3,814 56.89% Pervious Area 2,890 43.11% Impervious Area 2,890 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 38 0.0100 0.09 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" Summary for Subcatchment 4S: Runoff = 0.66 cfs @ 11.97 hrs, Volume= 0.032 af, Depth= 1.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YEAR Rainfall=4.00" Area (so CN Description 5,792 98 Unconnected pavement, HSG A 2,723 39 >75% Grass cover, Good, HSG A 8,515 79 Weighted Average 2,723 31.98% Pervious Area 5,792 68.02% Impervious Area 5,792 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 30 0.2000 0.30 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 1.4 170 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.1 200 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 5S: Runoff = 0.88 cfs @ 11.97 hrs, Volume= 0.043 af, Depth= 1.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type 11 24-hr 10 YEAR Rainfall=4.00" PREDEVELOPMENT_120_S_BROADWAY Type 1124-hr 10 YEAR Rainfall=4.00" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 16 Area (so CN Description 7,774 98 Unconnected pavement, HSG A 3,662 39 >75% Grass cover, Good, HSG A 11,436 79 Weighted Average 3,662 32.02% Pervious Area 7,774 67.98% Impervious Area 7,774 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 30 0.0100 0.09 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 0.5 20 0.0100 0.67 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 6.1 50 Total Summary for Subcatchment 6S: Runoff = 0.57 cfs @ 11.99 hrs, Volume= 0.029 af, Depth= 0.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YEAR Rainfall=4.00" Area (so CN Description 6,839 98 Unconnected pavement, HSG A 9,754 39 >75% Grass cover, Good, HSG A 16,593 63 Weighted Average 9,754 58.78% Pervious Area 6,839 41.22% Impervious Area 6,839 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 30 0.0100 0.09 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 0.5 20 0.0100 0.67 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 6.1 50 Total Summary for Subcatchment 7S: Runoff = 0.96 cfs @ 11.97 hrs, Volume= 0.046 af, Depth= 1.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type 11 24-hr 10 YEAR Rainfall=4.00" PREDEVELOPMENT_120_S_BROADWAY Type 1124-hr 10 YEAR Rainfall=4.00" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 17 Area (so CN Description 8,410 98 Unconnected pavement, HSG A 4,463 39 >75% Grass cover, Good, HSG A 12,873 78 Weighted Average 4,463 34.67% Pervious Area 8,410 65.33% Impervious Area 8,410 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 30 0.2000 0.30 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 1.4 170 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.1 200 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 8S: Runoff = 0.78 cfs @ 11.97 hrs, Volume= 0.038 af, Depth= 2.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YEAR Rainfall=4.00" Area (so CN Description 6,620 98 Unconnected pavement, HSG A 2,712 39 >75% Grass cover, Good, HSG A 9,332 81 Weighted Average 2,712 29.06% Pervious Area 6,620 70.94% Impervious Area 6,620 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 30 0.2000 0.30 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 1.4 170 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.1 200 Total, Increased to minimum Tc= 6.0 min Summary for Pond 1 P: Inflow Area = 0.930 ac, 68.90% Impervious, Inflow Depth = 1.51" for 10 YEAR event Inflow = 1.75 cfs @ 12.09 hrs, Volume= 0.117 of Outflow = 2.02 cfs @ 12.16 hrs, Volume= 0.117 af, Atten= 0%, Lag= 4.2 min Discarded = 0.04 cfs @ 11.15 hrs, Volume= 0.073 of Primary = 1.98 cfs @ 12.16 hrs, Volume= 0.044 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs PREDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 10 YEAR Rainfall=4.00" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 18 Peak Elev= 325.61'@ 12.16 hrs Surf.Area= 226 sf Storage= 1,357 cf Plug-Flow detention time=237.4 min calculated for 0.117 of(100% of inflow) Center-of-Mass det. time=237.4 min ( 1,078.2 - 840.8 ) Volume Invert Avail.Storage Storage Description #1 314.35' 905 cf 8.00'D x 9.00'H DRYWELL x 2 Inside#2 #2 314.35' 452 cf 12.00'D x 9.00'H Vertical Cone/Cylinderx 2 2,036 cf Overall - 905 cf Embedded = 1,131 cf x 40.0% Voids 1,357 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 314.35' 8.000 in/hr Exfiltration over Surface area #2 Primary 323.35' 1.0" Horiz. Orifice/Grate X 10.00 columns X 5 rows C= 0.600 in 30.0" Grate (6% open area) Limited to weir flow at low heads Discarded OutFlow Max=0.04 cfs @ 11.15 hrs HW=314.44' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=1.87 cfs @ 12.16 hrs HW=325.37' (Free Discharge) L2=Orifice/Grate (Orifice Controls 1.87 cfs @ 6.84 fps) Summary for Pond 2P: Inflow Area = 0.491 ac, 66.40% Impervious, Inflow Depth = 0.78" for 10 YEAR event Inflow = 0.66 cfs @ 11.97 hrs, Volume= 0.032 of Outflow = 0.04 cfs @ 11.65 hrs, Volume= 0.032 af, Atten= 94%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.65 hrs, Volume= 0.032 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 318.96'@ 12.87 hrs Surf.Area= 226 sf Storage= 597 cf Plug-Flow detention time= 122.8 min calculated for 0.032 of(100% of inflow) Center-of-Mass det. time= 122.8 min ( 954.3 - 831.5 ) Volume Invert Avail.Storage Storage Description #1 315.00' 804 cf 8.00'D x 8.00'H DRYWELL x 2 Inside#2 #2 315.00' 402 cf 12.00'D x 8.00'H Vertical Cone/Cylinderx 2 1,810 cf Overall - 804 cf Embedded = 1,005 cf x 40.0% Voids 1,206 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 315.00' 8.000 in/hr Exfiltration over Surface area #2 Primary 323.95' 1.0" Horiz. Orifice/Grate X 10.00 columns X 5 rows C= 0.600 in 30.0" Grate (6% open area) Limited to weir flow at low heads PREDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 10 YEAR Rainfall=4.00" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 19 Discarded OutFlow Max=0.04 cfs @ 11.65 hrs HW=315.10' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=315.00' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 3P: Inflow Area = 0.754 ac, 66.95% Impervious, Inflow Depth = 0.68" for 10 YEAR event Inflow = 0.88 cfs @ 11.97 hrs, Volume= 0.043 of Outflow = 0.04 cfs @ 11.60 hrs, Volume= 0.043 af, Atten= 95%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.60 hrs, Volume= 0.043 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 322.25'@ 13.38 hrs Surf.Area= 226 sf Storage= 875 cf Plug-Flow detention time= 197.4 min calculated for 0.043 of(100% of inflow) Center-of-Mass det. time= 197.4 min ( 1,029.0 - 831.6 ) Volume Invert Avail.Storage Storage Description #1 315.00' 435 cf 8.00'D x 8.65'H DRYWELL Inside#2 #2 315.00' 609 cf 12.00'D x 8.65'H Vertical Cone/Cylinderx 2 1,957 cf Overall - 435 cf Embedded = 1,522 cf x 40.0% Voids 1,044 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 315.00' 8.000 in/hr Exfiltration over Surface area #2 Primary 323.65' 1.0" Horiz. Orifice/Grate X 10.00 columns X 5 rows C= 0.600 in 30.0" Grate (6% open area) Limited to weir flow at low heads Discarded OutFlow Max=0.04 cfs @ 11.60 hrs HW=315.09' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=315.00' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 4P: Inflow Area = 1.134 ac, 58.31% Impervious, Inflow Depth = 0.31" for 10 YEAR event Inflow = 0.57 cfs @ 11.99 hrs, Volume= 0.029 of Outflow = 0.04 cfs @ 11.80 hrs, Volume= 0.029 af, Atten= 93%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.80 hrs, Volume= 0.029 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 318.60'@ 13.05 hrs Surf.Area= 226 sf Storage= 446 cf Plug-Flow detention time=94.3 min calculated for 0.029 of(100% of inflow) PREDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 10 YEAR Rainfall=4.00" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 20 Center-of-Mass det. time= 94.3 min ( 974.5 - 880.2 ) Volume Invert Avail.Storage Storage Description #1 314.90' 412 cf 8.00'D x 8.20'H DRYWELL Inside#2 #2 314.90' 577 cf 12.00'D x 8.20'H Vertical Cone/Cylinderx 2 1,855 cf Overall - 412 cf Embedded = 1,443 cf x 40.0% Voids 989 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 314.90' 8.000 in/hr Exfiltration over Surface area #2 Primary 323.10' 1.0" Horiz. Orifice/Grate X 10.00 columns X 5 rows C= 0.600 in 30.0" Grate (6% open area) Limited to weir flow at low heads Discarded OutFlow Max=0.04 cfs @ 11.80 hrs HW=314.99' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=314.90' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 5P: Inflow Area = 0.296 ac, 65.33% Impervious, Inflow Depth = 1.89" for 10 YEAR event Inflow = 0.96 cfs @ 11.97 hrs, Volume= 0.046 of Outflow = 0.04 cfs @ 11.60 hrs, Volume= 0.046 af, Atten= 96%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.60 hrs, Volume= 0.046 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 321.77'@ 13.56 hrs Surf.Area= 226 sf Storage= 972 cf Plug-Flow detention time=227.4 min calculated for 0.046 of(100% of inflow) Center-of-Mass det. time=227.4 min ( 1,061.8 - 834.4 ) Volume Invert Avail.Storage Storage Description #1 316.40' 1,176 cf 8.00'D x 7.80'H DRYWELLx 3 Inside#2 #2 316.40' 235 cf 12.00'D x 7.80'H Vertical Cone/Cylinderx 2 1,764 cf Overall - 1,176 cf Embedded= 588 cf x 40.0% Voids 1,411 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 316.40' 8.000 in/hr Exfiltration over Surface area #2 Primary 324.20' 1.0" Horiz. Orifice/Grate X 10.00 columns X 5 rows C= 0.600 in 30.0" Grate (6% open area) Limited to weir flow at low heads Discarded OutFlow Max=0.04 cfs @ 11.60 hrs HW=316.48' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=316.40' (Free Discharge) L2=Orifi ce/G rate ( Controls 0.00 cfs) PREDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 10 YEAR Rainfall=4.00" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 21 Summary for Pond 6P: Inflow Area = 0.214 ac, 70.94% Impervious, Inflow Depth = 2.12" for 10 YEAR event Inflow = 0.78 cfs @ 11.97 hrs, Volume= 0.038 of Outflow = 0.04 cfs @ 11.60 hrs, Volume= 0.038 af, Atten= 95%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.60 hrs, Volume= 0.038 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 320.73'@ 13.07 hrs Surf.Area= 226 sf Storage= 744 cf Plug-Flow detention time= 158.6 min calculated for 0.038 of(100% of inflow) Center-of-Mass det. time= 158.6 min ( 984.3 - 825.7 ) Volume Invert Avail.Storage Storage Description #1 315.80' 764 cf 8.00'D x 7.60'H DRYWELL x 2 Inside#2 #2 315.80' 382 cf 12.00'D x 7.60'H Vertical Cone/Cylinderx 2 1,719 cf Overall - 764 cf Embedded = 955 cf x 40.0% Voids 1,146 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 315.80' 8.000 in/hr Exfiltration over Surface area #2 Primary 323.40' 1.0" Horiz. Orifice/Grate X 10.00 columns X 5 rows C= 0.600 in 30.0" Grate (6% open area) Limited to weir flow at low heads Discarded OutFlow Max=0.04 cfs @ 11.60 hrs HW=315.88' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=315.80' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) Summary for Link OFF1: OFF1 Inflow Area = 1.084 ac, 65.24% Impervious, Inflow Depth = 0.62" for 10 YEAR event Inflow = 2.04 cfs @ 12.16 hrs, Volume= 0.056 of Primary = 2.04 cfs @ 12.16 hrs, Volume= 0.056 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Summary for Link OFF2: OFF 2 Inflow Area = 1.555 ac, 48.86% Impervious, Inflow Depth = 0.06" for 10 YEAR event Inflow = 0.02 cfs @ 12.25 hrs, Volume= 0.007 of Primary = 0.02 cfs @ 12.25 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs PREDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 10 YEAR Rainfall=4.00" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 22 Summary for Link TOTAL: TOTAL PREDEVELOPMENT RUNOFF Inflow Area = 2.639 ac, 55.59% Impervious, Inflow Depth = 0.29" for 10 YEAR event Inflow = 2.06 cfs @ 12.16 hrs, Volume= 0.063 of Primary = 2.06 cfs @ 12.16 hrs, Volume= 0.063 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs PREDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 100 YEAR Rainfall=6.50" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment 1S: Runoff = 3.65 cfs @ 12.08 hrs, Volume= 0.246 af, Depth= 4.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YEAR Rainfall=6.50" Area (so CN Description 17,698 98 Unconnected pavement, HSG A 9,881 39 >75% Grass cover, Good, HSG A 3,583 98 Water Surface, HSG A 31,162 79 Weighted Average 9,881 31.71% Pervious Area 21,281 68.29% Impervious Area 17,698 83.16% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 100 0.0100 0.11 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 1.4 170 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 16.0 270 Total Summary for Subcatchment 2S: Runoff = 0.42 cfs @ 12.13 hrs, Volume= 0.038 af, Depth= 1.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YEAR Rainfall=6.50" Area (so CN Adj Description 14,044 39 >75% Grass cover, Good, HSG A 4,290 98 Unconnected roofs, HSG A 18,334 53 46 Weighted Average, UI Adjusted 14,044 76.60% Pervious Area 4,290 23.40% Impervious Area 4,290 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 100 0.0100 0.11 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 2.4 215 0.0100 1.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 17.0 315 Total PREDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 100 YEAR Rainfall=6.50" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 3S: Runoff = 0.69 cfs @ 11.98 hrs, Volume= 0.034 af, Depth= 2.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YEAR Rainfall=6.50" Area (so CN Description 3,814 39 >75% Grass cover, Good, HSG A 2,890 98 Unconnected pavement, HSG A 6,704 64 Weighted Average 3,814 56.89% Pervious Area 2,890 43.11% Impervious Area 2,890 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 38 0.0100 0.09 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" Summary for Subcatchment 4S: Runoff = 1.36 cfs @ 11.97 hrs, Volume= 0.067 af, Depth= 4.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YEAR Rainfall=6.50" Area (so CN Description 5,792 98 Unconnected pavement, HSG A 2,723 39 >75% Grass cover, Good, HSG A 8,515 79 Weighted Average 2,723 31.98% Pervious Area 5,792 68.02% Impervious Area 5,792 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 30 0.2000 0.30 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 1.4 170 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.1 200 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 5S: Runoff = 1.82 cfs @ 11.97 hrs, Volume= 0.090 af, Depth= 4.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type 11 24-hr 100 YEAR Rainfall=6.50" PREDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 100 YEAR Rainfall=6.50" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 25 Area (so CN Description 7,774 98 Unconnected pavement, HSG A 3,662 39 >75% Grass cover, Good, HSG A 11,436 79 Weighted Average 3,662 32.02% Pervious Area 7,774 67.98% Impervious Area 7,774 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 30 0.0100 0.09 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 0.5 20 0.0100 0.67 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 6.1 50 Total Summary for Subcatchment 6S: Runoff = 1.67 cfs @ 11.98 hrs, Volume= 0.080 af, Depth= 2.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YEAR Rainfall=6.50" Area (so CN Description 6,839 98 Unconnected pavement, HSG A 9,754 39 >75% Grass cover, Good, HSG A 16,593 63 Weighted Average 9,754 58.78% Pervious Area 6,839 41.22% Impervious Area 6,839 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 30 0.0100 0.09 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 0.5 20 0.0100 0.67 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 6.1 50 Total Summary for Subcatchment 7S: Runoff = 2.01 cfs @ 11.97 hrs, Volume= 0.099 af, Depth= 4.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type 11 24-hr 100 YEAR Rainfall=6.50" PREDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 100 YEAR Rainfall=6.50" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 26 Area (so CN Description 8,410 98 Unconnected pavement, HSG A 4,463 39 >75% Grass cover, Good, HSG A 12,873 78 Weighted Average 4,463 34.67% Pervious Area 8,410 65.33% Impervious Area 8,410 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 30 0.2000 0.30 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 1.4 170 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.1 200 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 8S: Runoff = 1.56 cfs @ 11.97 hrs, Volume= 0.078 af, Depth= 4.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YEAR Rainfall=6.50" Area (so CN Description 6,620 98 Unconnected pavement, HSG A 2,712 39 >75% Grass cover, Good, HSG A 9,332 81 Weighted Average 2,712 29.06% Pervious Area 6,620 70.94% Impervious Area 6,620 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 30 0.2000 0.30 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 1.4 170 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.1 200 Total, Increased to minimum Tc= 6.0 min Summary for Pond 1 P: Inflow Area = 0.930 ac, 68.90% Impervious, Inflow Depth = 3.39" for 100 YEAR event Inflow = 5.43 cfs @ 12.05 hrs, Volume= 0.263 of Outflow = 5.73 cfs @ 12.05 hrs, Volume= 0.263 af, Atten= 0%, Lag= 0.0 min Discarded = 0.04 cfs @ 9.70 hrs, Volume= 0.086 of Primary = 5.69 cfs @ 12.05 hrs, Volume= 0.177 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs PREDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 100 YEAR Rainfall=6.50" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 27 Peak Elev= 342.08'@ 12.05 hrs Surf.Area= 226 sf Storage= 1,357 cf Plug-Flow detention time= 122.9 min calculated for 0.263 of(100% of inflow) Center-of-Mass det. time= 123.0 min ( 937.7 - 814.7 ) Volume Invert Avail.Storage Storage Description #1 314.35' 905 cf 8.00'D x 9.00'H DRYWELL x 2 Inside#2 #2 314.35' 452 cf 12.00'D x 9.00'H Vertical Cone/Cylinderx 2 2,036 cf Overall - 905 cf Embedded = 1,131 cf x 40.0% Voids 1,357 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 314.35' 8.000 in/hr Exfiltration over Surface area #2 Primary 323.35' 1.0" Horiz. Orifice/Grate X 10.00 columns X 5 rows C= 0.600 in 30.0" Grate (6% open area) Limited to weir flow at low heads Discarded OutFlow Max=0.04 cfs @ 9.70 hrs HW=314.53' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=5.57 cfs @ 12.05 hrs HW=341.36' (Free Discharge) L2=Orifice/Grate (Orifice Controls 5.57 cfs @ 20.43 fps) Summary for Pond 2P: Inflow Area = 0.491 ac, 66.40% Impervious, Inflow Depth = 2.30" for 100 YEAR event Inflow = 3.61 cfs @ 12.04 hrs, Volume= 0.094 of Outflow = 2.40 cfs @ 12.07 hrs, Volume= 0.094 af, Atten= 34%, Lag= 1.2 min Discarded = 0.04 cfs @ 11.15 hrs, Volume= 0.060 of Primary = 2.36 cfs @ 12.07 hrs, Volume= 0.034 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 327.17'@ 12.07 hrs Surf.Area= 226 sf Storage= 1,206 cf Plug-Flow detention time= 184.2 min calculated for 0.094 of(100% of inflow) Center-of-Mass det. time= 184.2 min ( 977.6 - 793.4 ) Volume Invert Avail.Storage Storage Description #1 315.00' 804 cf 8.00'D x 8.00'H DRYWELL x 2 Inside#2 #2 315.00' 402 cf 12.00'D x 8.00'H Vertical Cone/Cylinderx 2 1,810 cf Overall - 804 cf Embedded = 1,005 cf x 40.0% Voids 1,206 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 315.00' 8.000 in/hr Exfiltration over Surface area #2 Primary 323.95' 1.0" Horiz. Orifice/Grate X 10.00 columns X 5 rows C= 0.600 in 30.0" Grate (6% open area) Limited to weir flow at low heads PREDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 100 YEAR Rainfall=6.50" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 28 Discarded OutFlow Max=0.04 cfs @ 11.15 hrs HW=315.09' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=2.08 cfs @ 12.07 hrs HW=326.46' (Free Discharge) L2=Orifice/Grate (Orifice Controls 2.08 cfs @ 7.63 fps) Summary for Pond 3P: Inflow Area = 0.754 ac, 66.95% Impervious, Inflow Depth = 1.99" for 100 YEAR event Inflow = 3.35 cfs @ 12.05 hrs, Volume= 0.125 of Outflow = 3.44 cfs @ 12.09 hrs, Volume= 0.125 af, Atten= 0%, Lag= 1.9 min Discarded = 0.04 cfs @ 10.80 hrs, Volume= 0.062 of Primary = 3.40 cfs @ 12.09 hrs, Volume= 0.063 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 329.93'@ 12.09 hrs Surf.Area= 226 sf Storage= 1,044 cf Plug-Flow detention time= 129.9 min calculated for 0.125 of(100% of inflow) Center-of-Mass det. time= 129.9 min ( 923.3 - 793.3 ) Volume Invert Avail.Storage Storage Description #1 315.00' 435 cf 8.00'D x 8.65'H DRYWELL Inside#2 #2 315.00' 609 cf 12.00'D x 8.65'H Vertical Cone/Cylinderx 2 1,957 cf Overall - 435 cf Embedded = 1,522 cf x 40.0% Voids 1,044 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 315.00' 8.000 in/hr Exfiltration over Surface area #2 Primary 323.65' 1.0" Horiz. Orifice/Grate X 10.00 columns X 5 rows C= 0.600 in 30.0" Grate (6% open area) Limited to weir flow at low heads Discarded OutFlow Max=0.04 cfs @ 10.80 hrs HW=315.09' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=3.02 cfs @ 12.09 hrs HW=328.93' (Free Discharge) L2=Orifice/Grate (Orifice Controls 3.02 cfs @ 11.06 fps) Summary for Pond 4P: Inflow Area = 1.134 ac, 58.31% Impervious, Inflow Depth = 1.52" for 100 YEAR event Inflow = 4.45 cfs @ 12.01 hrs, Volume= 0.143 of Outflow = 5.38 cfs @ 12.05 hrs, Volume= 0.143 af, Atten= 0%, Lag= 2.2 min Discarded = 0.04 cfs @ 11.55 hrs, Volume= 0.057 of Primary = 5.34 cfs @ 12.05 hrs, Volume= 0.086 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 339.58'@ 12.05 hrs Surf.Area= 226 sf Storage= 989 cf Plug-Flow detention time= 111.7 min calculated for 0.143 of(100% of inflow) PREDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 100 YEAR Rainfall=6.50" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 29 Center-of-Mass det. time= 111.7 min ( 914.3 - 802.6 ) Volume Invert Avail.Storage Storage Description #1 314.90' 412 cf 8.00'D x 8.20'H DRYWELL Inside#2 #2 314.90' 577 cf 12.00'D x 8.20'H Vertical Cone/Cylinderx 2 1,855 cf Overall - 412 cf Embedded = 1,443 cf x 40.0% Voids 989 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 314.90' 8.000 in/hr Exfiltration over Surface area #2 Primary 323.10' 1.0" Horiz. Orifice/Grate X 10.00 columns X 5 rows C= 0.600 in 30.0" Grate (6% open area) Limited to weir flow at low heads Discarded OutFlow Max=0.04 cfs @ 11.55 hrs HW=315.07' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=5.24 cfs @ 12.05 hrs HW=339.02' (Free Discharge) L2=Orifi ce/G rate (Orifice Controls 5.24 cfs @ 19.21 fps) Summary for Pond 5P: Inflow Area = 0.296 ac, 65.33% Impervious, Inflow Depth = 4.02" for 100 YEAR event Inflow = 2.01 cfs @ 11.97 hrs, Volume= 0.099 of Outflow = 2.81 cfs @ 12.05 hrs, Volume= 0.099 af, Atten= 0%, Lag= 4.8 min Discarded = 0.04 cfs @ 10.80 hrs, Volume= 0.072 of Primary = 2.77 cfs @ 12.05 hrs, Volume= 0.027 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 328.66'@ 12.05 hrs Surf.Area= 226 sf Storage= 1,411 cf Plug-Flow detention time=261.4 min calculated for 0.099 of(100% of inflow) Center-of-Mass det. time=261.4 min ( 1,074.2 - 812.7 ) Volume Invert Avail.Storage Storage Description #1 316.40' 1,176 cf 8.00'D x 7.80'H DRYWELLx 3 Inside#2 #2 316.40' 235 cf 12.00'D x 7.80'H Vertical Cone/Cylinderx 2 1,764 cf Overall - 1,176 cf Embedded= 588 cf x 40.0% Voids 1,411 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 316.40' 8.000 in/hr Exfiltration over Surface area #2 Primary 324.20' 1.0" Horiz. Orifice/Grate X 10.00 columns X 5 rows C= 0.600 in 30.0" Grate (6% open area) Limited to weir flow at low heads Discarded OutFlow Max=0.04 cfs @ 10.80 hrs HW=316.48' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=2.74 cfs @ 12.05 hrs HW=328.55' (Free Discharge) L2=Orifi ce/G rate (Orifice Controls 2.74 cfs @ 10.04 fps) PREDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 100 YEAR Rainfall=6.50" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 30 Summary for Pond 6P: Inflow Area = 0.214 ac, 70.94% Impervious, Inflow Depth = 4.34" for 100 YEAR event Inflow = 1.56 cfs @ 11.97 hrs, Volume= 0.078 of Outflow = 1.90 cfs @ 12.05 hrs, Volume= 0.078 af, Atten= 0%, Lag= 5.0 min Discarded = 0.04 cfs @ 10.90 hrs, Volume= 0.061 of Primary = 1.86 cfs @ 12.05 hrs, Volume= 0.016 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 325.40'@ 12.05 hrs Surf.Area= 226 sf Storage= 1,146 cf Plug-Flow detention time=216.1 min calculated for 0.077 of(100% of inflow) Center-of-Mass det. time=216.1 min ( 1,021.4 - 805.3 ) Volume Invert Avail.Storage Storage Description #1 315.80' 764 cf 8.00'D x 7.60'H DRYWELL x 2 Inside#2 #2 315.80' 382 cf 12.00'D x 7.60'H Vertical Cone/Cylinderx 2 1,719 cf Overall - 764 cf Embedded = 955 cf x 40.0% Voids 1,146 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 315.80' 8.000 in/hr Exfiltration over Surface area #2 Primary 323.40' 1.0" Horiz. Orifice/Grate X 10.00 columns X 5 rows C= 0.600 in 30.0" Grate (6% open area) Limited to weir flow at low heads Discarded OutFlow Max=0.04 cfs @ 10.90 hrs HW=315.88' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=1.86 cfs @ 12.05 hrs HW=325.40' (Free Discharge) L2=Orifice/Grate (Orifice Controls 1.86 cfs @ 6.81 fps) Summary for Link OFF1: OFF1 Inflow Area = 1.084 ac, 65.24% Impervious, Inflow Depth = 2.33" for 100 YEAR event Inflow = 6.17 cfs @ 12.05 hrs, Volume= 0.210 of Primary = 6.17 cfs @ 12.05 hrs, Volume= 0.210 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Summary for Link OFF2: OFF 2 Inflow Area = 1.555 ac, 48.86% Impervious, Inflow Depth = 0.96" for 100 YEAR event Inflow = 5.66 cfs @ 12.05 hrs, Volume= 0.124 of Primary = 5.66 cfs @ 12.05 hrs, Volume= 0.124 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs PREDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 100 YEAR Rainfall=6.50" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 31 Summary for Link TOTAL: TOTAL PREDEVELOPMENT RUNOFF Inflow Area = 2.639 ac, 55.59% Impervious, Inflow Depth = 1.52" for 100 YEAR event Inflow = 11.82 cfs @ 12.05 hrs, Volume= 0.334 of Primary = 11.82 cfs @ 12.05 hrs, Volume= 0.334 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs PREDEVELOPMENT_120_S_BROADWAY Table of Contents Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing 3 Area Listing (all nodes) 4 Soil Listing (all nodes) 1 YEAR Event 5 Subcat 1 S: 6 Subcat 2S: 6 Subcat 3S: 7 Subcat 4S: 7 Subcat 5S: 8 Subcat 6S: 8 Subcat 7S: 9 Subcat 8S: 9 Pond 1 P: 10 Pond 2P: 11 Pond 3P: 11 Pond 4P: 12 Pond 5P: 12 Pond 6P: 13 Link OFF1: OFF1 13 Link OFF2: OFF 2 13 Link TOTAL: TOTAL PREDEVELOPMENT RUNOFF 10 YEAR Event 14 Subcat 1 S: 15 Subcat 2S: 15 Subcat 3S: 16 Subcat 4S: 16 Subcat 5S: 17 Subcat 6S: 17 Subcat 7S: 18 Subcat 8S: 18 Pond 1 P: 19 Pond 2P: 20 Pond 3P: 20 Pond 4P: 21 Pond 5P: 21 Pond 6P: 22 Link OFF1: OFF1 22 Link OFF2: OFF 2 22 Link TOTAL: TOTAL PREDEVELOPMENT RUNOFF 100 YEAR Event 23 Subcat 1 S: PREDEVELOPMENT_120_S_BROADWAY Table of Contents Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC 24 Subcat 2S: 24 Subcat 3S: 25 Subcat 4S: 25 Subcat 5S: 26 Subcat 6S: 26 Subcat 7S: 27 Subcat 8S: 27 Pond 1 P: 28 Pond 2P: 29 Pond 3P: 29 Pond 4P: 30 Pond 5P: 30 Pond 6P: 31 Link OFF1: OFF1 31 Link OFF2: OFF 2 31 Link TOTAL: TOTAL PREDEVELOPMENT RUNOFF 1S �B ou#, 1 Aip 2S SMA#1 CB #1 6S 7S 5S 8S QB#Z Am I I SM 0,46 O QU#�ce 4S w1 2 P �7 SMA#s Z,SM� 2 A3P QU#3cB #2 A4P ce SMA43 SMA44 M H#5 9S IT2 SMA47 cg#a ce 3S OFF1 OFF2 OFF1\ OFF 2 TOTAL TOTAL PREDEVELOPMENT RUNOFF Subcat Reach on Link Routing Diagram for POSTDEVELOPMENT_120_S_BROADWAY Prepared by EDP, Printed 8/9/2022 ydroCAD®10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC EH C POSTDEVELOPM ENT_120_S_BROADWAY Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1 YEAR Type II 24-hr Default 24.00 1 2.20 2 2 10 YEAR Type II 24-hr Default 24.00 1 4.00 2 3 100 YEAR Type II 24-hr Default 24.00 1 6.50 2 POSTDEVELOPM ENT_120_S_BROADWAY Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 3 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.464 39 >75% Grass cover, Good, HSG A (1 S, 2S, 4S, 5S, 6S, 7S, 8S, 9S) 2.204 98 Unconnected pavement, HSG A (1 S, 2S, 3S, 4S, 5S, 6S, 7S, 8S, 9S) 2.667 88 TOTAL AREA POSTDEVELOPM ENT_120_S_BROADWAY Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 4 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 2.667 HSG A 1 S, 2S, 3S, 4S, 5S, 6S, 7S, 8S, 9S 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 2.667 TOTAL AREA POSTDEVELOPM ENT_120_S_BROADWAY Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 5 Pipe Listing (all nodes) Line# Node In-Invert Out-Invert Length Slope n Diam/Width Height Inside-Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 #1 319.80 319.25 95.0 0.0058 0.013 12.0 0.0 0.0 2 #2 319.08 318.50 114.0 0.0051 0.013 12.0 0.0 0.0 3 1 P 321.83 320.35 17.0 0.0871 0.013 8.0 0.0 0.0 4 2P 321.08 319.50 67.0 0.0236 0.013 8.0 0.0 0.0 5 3P 320.50 319.50 70.0 0.0143 0.013 8.0 0.0 0.0 6 4P 321.83 319.50 147.0 0.0159 0.013 8.0 0.0 0.0 7 CB#4 320.00 318.50 31.0 0.0484 0.013 12.0 0.0 0.0 8 IT1 322.30 319.50 20.0 0.1400 0.013 6.0 0.0 0.0 9 IT2 322.30 319.50 20.0 0.1400 0.013 6.0 0.0 0.0 10 M H#5 319.50 319.00 74.0 0.0068 0.013 12.0 0.0 0.0 11 WQU#1 319.80 319.80 24.0 0.0000 0.013 12.0 0.0 0.0 12 WQU#2 319.25 319.25 24.0 0.0000 0.013 12.0 0.0 0.0 13 WQU#3 318.50 318.50 16.0 0.0000 0.013 12.0 0.0 0.0 14 WQU#4 319.65 319.65 16.0 0.0000 0.013 12.0 0.0 0.0 POSTDEVELOPMENT_120_S_BROADWAY Type/1 24-hr 1 YEAR Rainfall=2.20" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 1S: Runoff = 0.83 cfs @ 11.98 hrs, Volume= 0.040 af, Depth= 0.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YEAR Rainfall=2.20" Area (so CN Description 17,934 98 Unconnected pavement, HSG A 5,331 39 >75% Grass cover, Good, HSG A 23,265 84 Weighted Average 5,331 22.91% Pervious Area 17,934 77.09% Impervious Area 17,934 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 25 0.1000 0.22 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 1.4 75 0.0100 0.87 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 3.3 100 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 2S: Runoff = 1.35 cfs @ 12.04 hrs, Volume= 0.081 af, Depth= 1.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YEAR Rainfall=2.20" Area (so CN Description 2,524 39 >75% Grass cover, Good, HSG A 25,865 98 Unconnected pavement, HSG A 28,389 93 Weighted Average 2,524 8.89% Pervious Area 25,865 9 1.11% Impervious Area 25,865 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 78 0.0100 0.11 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 0.2 30 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 12.2 108 Total POSTDEVELOPMENT_120_S_BROADWAY Type/1 24-hr 1 YEAR Rainfall=2.20" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 3S: Runoff = 0.18 cfs @ 11.89 hrs, Volume= 0.008 af, Depth= 1.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YEAR Rainfall=2.20" Area (so CN Description 2,250 98 Unconnected pavement, HSG A 2,250 100.00% Impervious Area 2,250 100.00% Unconnected Summary for Subcatchment 4S: Runoff = 1.28 cfs @ 12.04 hrs, Volume= 0.078 af, Depth= 1.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YEAR Rainfall=2.20" Area (so CN Description 1,602 39 >75% Grass cover, Good, HSG A 24,065 98 Unconnected pavement, HSG A 25,667 94 Weighted Average 1,602 6.24% Pervious Area 24,065 93.76% Impervious Area 24,065 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 78 0.0100 0.11 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 0.2 30 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 12.2 108 Total Summary for Subcatchment 5S: Runoff = 1.25 cfs @ 11.97 hrs, Volume= 0.061 af, Depth= 1.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YEAR Rainfall=2.20" Area (so CN Description 23,295 98 Unconnected pavement, HSG A 4,861 39 >75% Grass cover, Good, HSG A 28,156 88 Weighted Average 4,861 17.26% Pervious Area 23,295 82.74% Impervious Area 23,295 100.00% Unconnected POSTDEVELOPMENT_120_S_BROADWAY Type/1 24-hr 1 YEAR Rainfall=2.20" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 8 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 25 0.1000 0.22 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 1.4 75 0.0100 0.87 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 3.3 100 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 6S: 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= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YEAR Rainfall=2.20" Area (so CN Adj Description 2,000 39 >75% Grass cover, Good, HSG A 100 98 Unconnected pavement, HSG A 2,100 42 40 Weighted Average, UI Adjusted 2,000 95.24% Pervious Area 100 4.76% Impervious Area 100 100.00% Unconnected Summary for Subcatchment 7S: Runoff = 0.01 cfs @ 11.95 hrs, Volume= 0.001 af, Depth= 0.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YEAR Rainfall=2.20" Area (so CN Description 1,524 39 >75% Grass cover, Good, HSG A 1,000 98 Unconnected pavement, HSG A 2,524 62 Weighted Average 1,524 60.38% Pervious Area 1,000 39.62% Impervious Area 1,000 100.00% Unconnected Summary for Subcatchment 8S: Runoff = 0.01 cfs @ 11.95 hrs, Volume= 0.001 af, Depth= 0.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type 11 24-hr 1 YEAR Rainfall=2.20" POSTDEVELOPMENT_120_S_BROADWAY Type/1 24-hr 1 YEAR Rainfall=2.20" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 9 Area (so CN Description 1,731 39 >75% Grass cover, Good, HSG A 1,087 98 Unconnected pavement, HSG A 2,818 62 Weighted Average 1,731 61.43% Pervious Area 1,087 38.57% Impervious Area 1,087 100.00% Unconnected Summary for Subcatchment 9S: Runoff = 0.00 cfs @ 11.95 hrs, Volume= 0.000 af, Depth= 0.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YEAR Rainfall=2.20" Area (so CN Description 625 39 >75% Grass cover, Good, HSG A 400 98 Unconnected pavement, HSG A 1,025 62 Weighted Average 625 60.98% Pervious Area 400 39.02% Impervious Area 400 100.00% Unconnected Summary for Pond #1: Inflow Area = 1.186 ac, 84.79% Impervious, Inflow Depth = 0.82" for 1 YEAR event Inflow = 1.35 cfs @ 12.04 hrs, Volume= 0.081 of Outflow = 1.35 cfs @ 12.04 hrs, Volume= 0.081 af, Atten= 0%, Lag= 0.0 min Primary = 1.35 cfs @ 12.04 hrs, Volume= 0.081 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 320.51'@ 12.04 hrs Device Routing Invert Outlet Devices #1 Primary 319.80' 12.0" Round Culvert L= 95.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 319.80'/ 319.25' S= 0.0058 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.32 cfs @ 12.04 hrs HW=320.51' (Free Discharge) L1=Culvert (Barrel Controls 1.32 cfs @ 3.14 fps) Summary for Pond #2: Inflow Area = 1.236 ac, 87.99% Impervious, Inflow Depth = 0.76" for 1 YEAR event Inflow = 1.28 cfs @ 12.04 hrs, Volume= 0.078 of Outflow = 1.28 cfs @ 12.04 hrs, Volume= 0.078 af, Atten= 0%, Lag= 0.0 min Primary = 1.28 cfs @ 12.04 hrs, Volume= 0.078 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs POSTDEVELOPMENT_120_S_BROADWAY Type/1 24-hr 1 YEAR Rainfall=2.20" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 10 Peak Elev= 319.79'@ 12.04 hrs Device Routing Invert Outlet Devices #1 Primary 319.08' 12.0" Round Culvert L= 114.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 319.08'/ 318.50' S= 0.0051 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.25 cfs @ 12.04 hrs HW=319.78' (Free Discharge) L1=Culvert (Barrel Controls 1.25 cfs @ 3.01 fps) Summary for Pond 1 P: SMA#1 Inflow Area = 0.534 ac, 77.09% Impervious, Inflow Depth = 0.89" for 1 YEAR event Inflow = 0.83 cfs @ 11.98 hrs, Volume= 0.040 of Outflow = 0.34 cfs @ 11.90 hrs, Volume= 0.040 af, Atten= 59%, Lag= 0.0 min Discarded = 0.34 cfs @ 11.90 hrs, Volume= 0.040 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 318.86'@ 12.09 hrs Surf.Area= 1,823 sf Storage= 265 cf Plug-Flow detention time=4.1 min calculated for 0.040 of(100% of inflow) Center-of-Mass det. time=4.1 min ( 849.0 - 844.9 ) Volume Invert Avail.Storage Storage Description #1 318.50' 2,545 cf 22.50'W x 81.00'L x 4.50'H STONE 8,201 cf Overall - 1,838 cf Embedded= 6,364 cf x 40.0% Voids #2 320.00' 1,838 cf ADS_StormTech SC-740 +Capx 40 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 40 Chambers in 4 Rows 4,383 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 318.50' 8.000 in/hr Exfiltration over Surface area #2 Primary 321.83' 8.0" Round Culvert L= 17.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 321.83'/ 320.35' S= 0.0871 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Discarded OutFlow Max=0.34 cfs @ 11.90 hrs HW=318.58' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.34 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=318.50' (Free Discharge) L2=Culvert ( Controls 0.00 cfs) POSTDEVELOPMENT_120_S_BROADWAY Type/1 24-hr 1 YEAR Rainfall=2.20" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 11 Summary for Pond 2P: SMA#2 Inflow Area = 1.274 ac, 81.60% Impervious, Inflow Depth = 0.77" for 1 YEAR event Inflow = 1.35 cfs @ 12.04 hrs, Volume= 0.081 of Outflow = 0.44 cfs @ 11.85 hrs, Volume= 0.081 af, Atten= 68%, Lag= 0.0 min Discarded = 0.44 cfs @ 11.85 hrs, Volume= 0.081 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 319.27'@ 12.24 hrs Surf.Area= 2,358 sf Storage= 741 cf Plug-Flow detention time=9.1 min calculated for 0.081 of(100% of inflow) Center-of-Mass det. time= 9.1 min ( 818.1 - 809.0 ) Volume Invert Avail.Storage Storage Description #1 318.50' 3,543 cf 18.00'W x 131.00'L x 4.75'H STONE 11,201 cf Overall - 2,343 cf Embedded = 8,858 cf x 40.0% Voids #2 319.25' 2,343 cf ADS_StormTech SC-740 +Capx 51 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51 Chambers in 3 Rows 5,886 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 318.50' 8.000 in/hr Exfiltration over Surface area #2 Primary 321.08' 8.0" Round Culvert L= 67.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 321.08'/ 319.50' S= 0.0236 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Discarded OutFlow Max=0.44 cfs @ 11.85 hrs HW=318.55' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.44 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=318.50' (Free Discharge) L2=Culvert ( Controls 0.00 cfs) Summary for Pond 3P: SMA#3 Inflow Area = 1.342 ac, 82.91% Impervious, Inflow Depth = 0.70" for 1 YEAR event Inflow = 1.28 cfs @ 12.04 hrs, Volume= 0.078 of Outflow = 0.44 cfs @ 11.85 hrs, Volume= 0.078 af, Atten= 66%, Lag= 0.0 min Discarded = 0.44 cfs @ 11.85 hrs, Volume= 0.078 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 318.38'@ 12.23 hrs Surf.Area= 2,358 sf Storage= 670 cf Plug-Flow detention time=8.1 min calculated for 0.078 of(100% of inflow) Center-of-Mass det. time= 8.1 min ( 810.9 - 802.8 ) POSTDEVELOPMENT_120_S_BROADWAY Type/1 24-hr 1 YEAR Rainfall=2.20" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 12 Volume Invert Avail.Storage Storage Description #1 317.67' 3,307 cf 18.00'W x 131.00'L x 4.50'H STONE 10,611 cf Overall - 2,343 cf Embedded = 8,268 cf x 40.0% Voids #2 318.67' 2,343 cf ADS_StormTech SC-740 +Capx 51 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51 Chambers in 3 Rows 5,650 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 317.67' 8.000 in/hr Exfiltration over Surface area #2 Primary 320.50' 8.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 320.50'/ 319.50' S= 0.0143 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Discarded OutFlow Max=0.44 cfs @ 11.85 hrs HW=317.72' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.44 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=317.67' (Free Discharge) L2=Culvert ( Controls 0.00 cfs) Summary for Pond 4P: SMA#4 Inflow Area = 0.646 ac, 82.74% Impervious, Inflow Depth = 1.13" for 1 YEAR event Inflow = 1.25 cfs @ 11.97 hrs, Volume= 0.061 of Outflow = 0.37 cfs @ 11.80 hrs, Volume= 0.061 af, Atten= 71%, Lag= 0.0 min Discarded = 0.37 cfs @ 11.80 hrs, Volume= 0.061 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 319.22'@ 12.12 hrs Surf.Area= 1,980 sf Storage= 567 cf Plug-Flow detention time=7.9 min calculated for 0.061 of(100% of inflow) Center-of-Mass det. time= 7.9 min ( 836.2 - 828.3 ) Volume Invert Avail.Storage Storage Description #1 318.50' 2,755 cf 22.50'W x 88.00'L x 4.50'H STONE 8,910 cf Overall - 2,021 cf Embedded= 6,889 cf x 40.0% Voids #2 320.00' 2,021 cf ADS_StormTech SC-740 +Capx 44 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 44 Chambers in 4 Rows 4,777 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 318.50' 8.000 in/hr Exfiltration over Surface area #2 Primary 321.83' 8.0" Round Culvert L= 147.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 321.83'/ 319.50' S= 0.0159 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf POSTDEVELOPMENT_120_S_BROADWAY Type/1 24-hr 1 YEAR Rainfall=2.20" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 13 Discarded OutFlow Max=0.37 cfs @ 11.80 hrs HW=318.55' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.37 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=318.50' (Free Discharge) L2=Culvert ( Controls 0.00 cfs) Summary for Pond CB#4: Inflow Area = 2.667 ac, 82.62% Impervious, Inflow Depth = 0.04" for 1 YEAR event Inflow = 0.18 cfs @ 11.89 hrs, Volume= 0.008 of Outflow = 0.18 cfs @ 11.89 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Primary = 0.18 cfs @ 11.89 hrs, Volume= 0.008 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 320.23'@ 11.89 hrs Device Routing Invert Outlet Devices #1 Primary 320.00' 12.0" Round Culvert L= 31.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 320.00'/ 318.50' S= 0.0484 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.17 cfs @ 11.89 hrs HW=320.23' (Free Discharge) L1=Culvert (Inlet Controls 0.17 cfs @ 1.28 fps) Summary for Pond DW1: SMA#5 Inflow Area = 0.065 ac, 38.57% Impervious, Inflow Depth = 0.13" for 1 YEAR event Inflow = 0.01 cfs @ 11.95 hrs, Volume= 0.001 of Outflow = 0.00 cfs @ 12.00 hrs, Volume= 0.001 af, Atten= 37%, Lag= 2.9 min Discarded = 0.00 cfs @ 12.00 hrs, Volume= 0.001 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 315.13'@ 12.00 hrs Surf.Area= 79 sf Storage= 1 cf Plug-Flow detention time=3.2 min calculated for 0.001 of(100% of inflow) Center-of-Mass det. time= 3.2 min ( 975.7 - 972.5 ) Volume Invert Avail.Storage Storage Description #1 316.10' 226 cf 6.00'D x 8.00'H DRYWELL Inside#2 #2 315.10' 192 cf 10.00'D x 9.00'H STONE 707 cf Overall - 226 cf Embedded = 481 cf x 40.0% Voids 418 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 315.10' 8.000 in/hr Exfiltration over Surface area #2 Primary 324.10' 1.0" Horiz. Orifice/Grate X 10.00 columns X 10 rows C= 0.600 in 30.0" Grate (11% open area) Limited to weir flow at low heads POSTDEVELOPMENT_120_S_BROADWAY Type/1 24-hr 1 YEAR Rainfall=2.20" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 14 Discarded OutFlow Max=0.01 cfs @ 12.00 hrs HW=315.13' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=315.10' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond IT1: SMAN Inflow Area = 0.106 ac, 23.79% Impervious, Inflow Depth = 0.07" for 1 YEAR event Inflow = 0.01 cfs @ 11.95 hrs, Volume= 0.001 of Outflow = 0.00 cfs @ 11.97 hrs, Volume= 0.001 af, Atten= 19%, Lag= 1.2 min Discarded = 0.00 cfs @ 11.97 hrs, Volume= 0.001 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 320.30'@ 11.97 hrs Surf.Area= 395 sf Storage= 0 cf Plug-Flow detention time= 1.1 min calculated for 0.001 of(100% of inflow) Center-of-Mass det. time= 1.1 min ( 973.6 - 972.5 ) Volume Invert Avail.Storage Storage Description #1 320.30' 474 cf Custom Stage Data (Prismatic)-isted below(Recalc) 1,185 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 320.30 395 0 0 323.30 395 1,185 1,185 Device Routing Invert Outlet Devices #1 Discarded 320.30' 8.000 in/hr Exfiltration over Surface area #2 Primary 322.30' 6.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 322.30'/ 319.50' S= 0.1400 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=0.07 cfs @ 11.97 hrs HW=320.30' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=320.30' (Free Discharge) L2=Culvert ( Controls 0.00 cfs) Summary for Pond IT2: SMA#7 Inflow Area = 0.024 ac, 39.02% Impervious, Inflow Depth = 0.13" for 1 YEAR event Inflow = 0.00 cfs @ 11.95 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 11.97 hrs, Volume= 0.000 af, Atten= 19%, Lag= 1.2 min Discarded = 0.00 cfs @ 11.97 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of POSTDEVELOPMENT_120_S_BROADWAY Type/1 24-hr 1 YEAR Rainfall=2.20" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 15 Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 320.30'@ 11.97 hrs Surf.Area= 160 sf Storage= 0 cf Plug-Flow detention time= 1.1 min calculated for 0.000 of(100% of inflow) Center-of-Mass det. time= 1.1 min ( 973.6 - 972.5 ) Volume Invert Avail.Storage Storage Description #1 320.30' 192 cf Custom Stage Data (Prismatic)-isted below(Recalc) 480 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 320.30 160 0 0 323.30 160 480 480 Device Routing Invert Outlet Devices #1 Discarded 320.30' 8.000 in/hr Exfiltration over Surface area #2 Primary 322.30' 6.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 322.30'/ 319.50' S= 0.1400 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=0.03 cfs @ 11.97 hrs HW=320.30' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=320.30' (Free Discharge) L2=Culvert ( Controls 0.00 cfs) Summary for Pond MH#5: Inflow Area = 2.616 ac, 82.27% Impervious, Inflow Depth = 0.00" for 1 YEAR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of 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 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 319.50'@ 0.00 hrs Device Routing Invert Outlet Devices #1 Primary 319.50' 12.0" Round Culvert L= 74.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 319.50'/ 319.00' S= 0.0068 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=319.50' (Free Discharge) L1=Culvert ( Controls 0.00 cfs) POSTDEVELOPMENT_120_S_BROADWAY Type/1 24-hr 1 YEAR Rainfall=2.20" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 16 Summary for Pond WQU#1: Inflow Area = 0.534 ac, 77.09% Impervious, Inflow Depth = 0.89" for 1 YEAR event Inflow = 0.83 cfs @ 11.98 hrs, Volume= 0.040 of Outflow = 0.83 cfs @ 11.98 hrs, Volume= 0.040 af, Atten= 0%, Lag= 0.0 min Primary = 0.83 cfs @ 11.98 hrs, Volume= 0.040 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 320.48'@ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 319.80' 12.0" Round Culvert L= 24.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 319.80'/ 319.80' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.79 cfs @ 11.98 hrs HW=320.47' (Free Discharge) L1=Culvert (Barrel Controls 0.79 cfs @ 2.01 fps) Summary for Pond WQU#2: Inflow Area = 1.186 ac, 84.79% Impervious, Inflow Depth = 0.82" for 1 YEAR event Inflow = 1.35 cfs @ 12.04 hrs, Volume= 0.081 of Outflow = 1.35 cfs @ 12.04 hrs, Volume= 0.081 af, Atten= 0%, Lag= 0.0 min Primary = 1.35 cfs @ 12.04 hrs, Volume= 0.081 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 320.15'@ 12.04 hrs Device Routing Invert Outlet Devices #1 Primary 319.25' 12.0" Round Culvert L= 24.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 319.25'/ 319.25' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.32 cfs @ 12.04 hrs HW=320.14' (Free Discharge) L1=Culvert (Barrel Controls 1.32 cfs @ 2.38 fps) Summary for Pond WQU#3: Inflow Area = 1.236 ac, 87.99% Impervious, Inflow Depth = 0.76" for 1 YEAR event Inflow = 1.28 cfs @ 12.04 hrs, Volume= 0.078 of Outflow = 1.28 cfs @ 12.04 hrs, Volume= 0.078 af, Atten= 0%, Lag= 0.0 min Primary = 1.28 cfs @ 12.04 hrs, Volume= 0.078 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 319.35'@ 12.04 hrs Device Routing Invert Outlet Devices #1 Primary 318.50' 12.0" Round Culvert L= 16.0' CPP, projecting, no headwall, Ke= 0.900 POSTDEVELOPMENT_120_S_BROADWAY Type/1 24-hr 1 YEAR Rainfall=2.20" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 17 Inlet/ Outlet Invert= 318.50'/ 318.50' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.25 cfs @ 12.04 hrs HW=319.34' (Free Discharge) L1=Culvert (Barrel Controls 1.25 cfs @ 2.41 fps) Summary for Pond WQU#4: Inflow Area = 0.646 ac, 82.74% Impervious, Inflow Depth = 1.13" for 1 YEAR event Inflow = 1.25 cfs @ 11.97 hrs, Volume= 0.061 of Outflow = 1.25 cfs @ 11.97 hrs, Volume= 0.061 af, Atten= 0%, Lag= 0.0 min Primary = 1.25 cfs @ 11.97 hrs, Volume= 0.061 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 320.49'@ 11.97 hrs Device Routing Invert Outlet Devices #1 Primary 319.65' 12.0" Round Culvert L= 16.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 319.65'/ 319.65' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.21 cfs @ 11.97 hrs HW=320.47' (Free Discharge) L1=Culvert (Barrel Controls 1.21 cfs @ 2.39 fps) Summary for Link OFF1: OFF1 Inflow Area = 2.667 ac, 82.62% Impervious, Inflow Depth = 0.04" for 1 YEAR event Inflow = 0.18 cfs @ 11.89 hrs, Volume= 0.008 of Primary = 0.18 cfs @ 11.89 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Summary for Link OFF2: OFF 2 Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary outflow= Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Summary for Link TOTAL: TOTAL PREDEVELOPMENT RUNOFF Inflow Area = 2.667 ac, 82.62% Impervious, Inflow Depth = 0.04" for 1 YEAR event Inflow = 0.18 cfs @ 11.89 hrs, Volume= 0.008 of Primary = 0.18 cfs @ 11.89 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs POSTDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 10 YEAR Rainfall=4.00" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 1S: Runoff = 2.15 cfs @ 11.97 hrs, Volume= 0.106 af, Depth= 2.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YEAR Rainfall=4.00" Area (so CN Description 17,934 98 Unconnected pavement, HSG A 5,331 39 >75% Grass cover, Good, HSG A 23,265 84 Weighted Average 5,331 22.91% Pervious Area 17,934 77.09% Impervious Area 17,934 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 25 0.1000 0.22 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 1.4 75 0.0100 0.87 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 3.3 100 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 2S: Runoff = 2.79 cfs @ 12.03 hrs, Volume= 0.175 af, Depth= 3.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YEAR Rainfall=4.00" Area (so CN Description 2,524 39 >75% Grass cover, Good, HSG A 25,865 98 Unconnected pavement, HSG A 28,389 93 Weighted Average 2,524 8.89% Pervious Area 25,865 9 1.11% Impervious Area 25,865 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 78 0.0100 0.11 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 0.2 30 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 12.2 108 Total POSTDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 10 YEAR Rainfall=4.00" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment 3S: Runoff = 0.33 cfs @ 11.89 hrs, Volume= 0.016 af, Depth= 3.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YEAR Rainfall=4.00" Area (so CN Description 2,250 98 Unconnected pavement, HSG A 2,250 100.00% Impervious Area 2,250 100.00% Unconnected Summary for Subcatchment 4S: Runoff = 2.57 cfs @ 12.03 hrs, Volume= 0.163 af, Depth= 3.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YEAR Rainfall=4.00" Area (so CN Description 1,602 39 >75% Grass cover, Good, HSG A 24,065 98 Unconnected pavement, HSG A 25,667 94 Weighted Average 1,602 6.24% Pervious Area 24,065 93.76% Impervious Area 24,065 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 78 0.0100 0.11 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 0.2 30 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 12.2 108 Total Summary for Subcatchment 5S: Runoff = 2.94 cfs @ 11.97 hrs, Volume= 0.147 af, Depth= 2.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YEAR Rainfall=4.00" Area (so CN Description 23,295 98 Unconnected pavement, HSG A 4,861 39 >75% Grass cover, Good, HSG A 28,156 88 Weighted Average 4,861 17.26% Pervious Area 23,295 82.74% Impervious Area 23,295 100.00% Unconnected POSTDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 10 YEAR Rainfall=4.00" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 20 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 25 0.1000 0.22 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 1.4 75 0.0100 0.87 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 3.3 100 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 6S: Runoff = 0.00 cfs @ 15.23 hrs, Volume= 0.000 af, Depth= 0.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YEAR Rainfall=4.00" Area (so CN Adj Description 2,000 39 >75% Grass cover, Good, HSG A 100 98 Unconnected pavement, HSG A 2,100 42 40 Weighted Average, UI Adjusted 2,000 95.24% Pervious Area 100 4.76% Impervious Area 100 100.00% Unconnected Summary for Subcatchment 7S: Runoff = 0.10 cfs @ 11.90 hrs, Volume= 0.004 af, Depth= 0.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YEAR Rainfall=4.00" Area (so CN Description 1,524 39 >75% Grass cover, Good, HSG A 1,000 98 Unconnected pavement, HSG A 2,524 62 Weighted Average 1,524 60.38% Pervious Area 1,000 39.62% Impervious Area 1,000 100.00% Unconnected Summary for Subcatchment 8S: Runoff = 0.11 cfs @ 11.90 hrs, Volume= 0.005 af, Depth= 0.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type 11 24-hr 10 YEAR Rainfall=4.00" POSTDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 10 YEAR Rainfall=4.00" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 21 Area (so CN Description 1,731 39 >75% Grass cover, Good, HSG A 1,087 98 Unconnected pavement, HSG A 2,818 62 Weighted Average 1,731 61.43% Pervious Area 1,087 38.57% Impervious Area 1,087 100.00% Unconnected Summary for Subcatchment 9S: Runoff = 0.04 cfs @ 11.90 hrs, Volume= 0.002 af, Depth= 0.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YEAR Rainfall=4.00" Area (so CN Description 625 39 >75% Grass cover, Good, HSG A 400 98 Unconnected pavement, HSG A 1,025 62 Weighted Average 625 60.98% Pervious Area 400 39.02% Impervious Area 400 100.00% Unconnected Summary for Pond #1: Inflow Area = 1.186 ac, 84.79% Impervious, Inflow Depth = 1.77" for 10 YEAR event Inflow = 2.79 cfs @ 12.03 hrs, Volume= 0.175 of Outflow = 2.79 cfs @ 12.03 hrs, Volume= 0.175 af, Atten= 0%, Lag= 0.0 min Primary = 2.79 cfs @ 12.03 hrs, Volume= 0.175 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 321.20'@ 12.04 hrs Device Routing Invert Outlet Devices #1 Primary 319.80' 12.0" Round Culvert L= 95.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 319.80'/ 319.25' S= 0.0058 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.72 cfs @ 12.03 hrs HW=321.16' (Free Discharge) L1=Culvert (Barrel Controls 2.72 cfs @ 3.46 fps) Summary for Pond #2: Inflow Area = 1.236 ac, 87.99% Impervious, Inflow Depth = 1.59" for 10 YEAR event Inflow = 2.57 cfs @ 12.03 hrs, Volume= 0.163 of Outflow = 2.57 cfs @ 12.03 hrs, Volume= 0.163 af, Atten= 0%, Lag= 0.0 min Primary = 2.57 cfs @ 12.03 hrs, Volume= 0.163 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs POSTDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 10 YEAR Rainfall=4.00" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 22 Peak Elev= 320.32'@ 12.03 hrs Device Routing Invert Outlet Devices #1 Primary 319.08' 12.0" Round Culvert L= 114.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 319.08'/ 318.50' S= 0.0051 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.52 cfs @ 12.03 hrs HW=320.29' (Free Discharge) L1=Culvert (Inlet Controls 2.52 cfs @ 3.20 fps) Summary for Pond 1 P: SMA#1 Inflow Area = 0.534 ac, 77.09% Impervious, Inflow Depth = 2.37" for 10 YEAR event Inflow = 2.15 cfs @ 11.97 hrs, Volume= 0.106 of Outflow = 0.34 cfs @ 11.70 hrs, Volume= 0.106 af, Atten= 84%, Lag= 0.0 min Discarded = 0.34 cfs @ 11.70 hrs, Volume= 0.106 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 320.24'@ 12.20 hrs Surf.Area= 1,823 sf Storage= 1,414 cf Plug-Flow detention time=25.4 min calculated for 0.106 of(100% of inflow) Center-of-Mass det. time=25.4 min ( 842.0 - 816.6 ) Volume Invert Avail.Storage Storage Description #1 318.50' 2,545 cf 22.50'W x 81.00'L x 4.50'H STONE 8,201 cf Overall - 1,838 cf Embedded= 6,364 cf x 40.0% Voids #2 320.00' 1,838 cf ADS_StormTech SC-740 +Capx 40 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 40 Chambers in 4 Rows 4,383 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 318.50' 8.000 in/hr Exfiltration over Surface area #2 Primary 321.83' 8.0" Round Culvert L= 17.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 321.83'/ 320.35' S= 0.0871 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Discarded OutFlow Max=0.34 cfs @ 11.70 hrs HW=318.55' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.34 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=318.50' (Free Discharge) L2=Culvert ( Controls 0.00 cfs) POSTDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 10 YEAR Rainfall=4.00" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 23 Summary for Pond 2P: SMA#2 Inflow Area = 1.274 ac, 81.60% Impervious, Inflow Depth = 1.65" for 10 YEAR event Inflow = 2.79 cfs @ 12.03 hrs, Volume= 0.175 of Outflow = 0.44 cfs @ 11.75 hrs, Volume= 0.175 af, Atten= 84%, Lag= 0.0 min Discarded = 0.44 cfs @ 11.75 hrs, Volume= 0.175 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 320.27'@ 12.41 hrs Surf.Area= 2,358 sf Storage= 2,440 cf Plug-Flow detention time=33.8 min calculated for 0.175 of(100% of inflow) Center-of-Mass det. time= 33.8 min ( 821.5 - 787.7 ) Volume Invert Avail.Storage Storage Description #1 318.50' 3,543 cf 18.00'W x 131.00'L x 4.75'H STONE 11,201 cf Overall - 2,343 cf Embedded = 8,858 cf x 40.0% Voids #2 319.25' 2,343 cf ADS_StormTech SC-740 +Capx 51 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51 Chambers in 3 Rows 5,886 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 318.50' 8.000 in/hr Exfiltration over Surface area #2 Primary 321.08' 8.0" Round Culvert L= 67.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 321.08'/ 319.50' S= 0.0236 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Discarded OutFlow Max=0.44 cfs @ 11.75 hrs HW=318.57' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.44 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=318.50' (Free Discharge) L2=Culvert ( Controls 0.00 cfs) Summary for Pond 3P: SMA#3 Inflow Area = 1.342 ac, 82.91% Impervious, Inflow Depth = 1.46" for 10 YEAR event Inflow = 2.57 cfs @ 12.03 hrs, Volume= 0.163 of Outflow = 0.44 cfs @ 11.75 hrs, Volume= 0.163 af, Atten= 83%, Lag= 0.0 min Discarded = 0.44 cfs @ 11.75 hrs, Volume= 0.163 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 319.39'@ 12.37 hrs Surf.Area= 2,358 sf Storage= 2,178 cf Plug-Flow detention time=29.1 min calculated for 0.163 of(100% of inflow) Center-of-Mass det. time=29.1 min ( 811.5 - 782.4 ) POSTDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 10 YEAR Rainfall=4.00" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 24 Volume Invert Avail.Storage Storage Description #1 317.67' 3,307 cf 18.00'W x 131.00'L x 4.50'H STONE 10,611 cf Overall - 2,343 cf Embedded = 8,268 cf x 40.0% Voids #2 318.67' 2,343 cf ADS_StormTech SC-740 +Capx 51 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51 Chambers in 3 Rows 5,650 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 317.67' 8.000 in/hr Exfiltration over Surface area #2 Primary 320.50' 8.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 320.50'/ 319.50' S= 0.0143 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Discarded OutFlow Max=0.44 cfs @ 11.75 hrs HW=317.73' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.44 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=317.67' (Free Discharge) L2=Culvert ( Controls 0.00 cfs) Summary for Pond 4P: SMA#4 Inflow Area = 0.646 ac, 82.74% Impervious, Inflow Depth = 2.73" for 10 YEAR event Inflow = 2.94 cfs @ 11.97 hrs, Volume= 0.147 of Outflow = 0.37 cfs @ 11.70 hrs, Volume= 0.147 af, Atten= 88%, Lag= 0.0 min Discarded = 0.37 cfs @ 11.70 hrs, Volume= 0.147 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 320.67'@ 12.28 hrs Surf.Area= 1,980 sf Storage= 2,165 cf Plug-Flow detention time=37.7 min calculated for 0.147 of(100% of inflow) Center-of-Mass det. time= 37.7 min ( 840.8 - 803.1 ) Volume Invert Avail.Storage Storage Description #1 318.50' 2,755 cf 22.50'W x 88.00'L x 4.50'H STONE 8,910 cf Overall - 2,021 cf Embedded= 6,889 cf x 40.0% Voids #2 320.00' 2,021 cf ADS_StormTech SC-740 +Capx 44 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 44 Chambers in 4 Rows 4,777 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 318.50' 8.000 in/hr Exfiltration over Surface area #2 Primary 321.83' 8.0" Round Culvert L= 147.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 321.83'/ 319.50' S= 0.0159 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf POSTDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 10 YEAR Rainfall=4.00" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 25 Discarded OutFlow Max=0.37 cfs @ 11.70 hrs HW=318.59' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.37 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=318.50' (Free Discharge) L2=Culvert ( Controls 0.00 cfs) Summary for Pond CB#4: Inflow Area = 2.667 ac, 82.62% Impervious, Inflow Depth = 0.07" for 10 YEAR event Inflow = 0.33 cfs @ 11.89 hrs, Volume= 0.016 of Outflow = 0.33 cfs @ 11.89 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.0 min Primary = 0.33 cfs @ 11.89 hrs, Volume= 0.016 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 320.32'@ 11.89 hrs Device Routing Invert Outlet Devices #1 Primary 320.00' 12.0" Round Culvert L= 31.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 320.00'/ 318.50' S= 0.0484 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.31 cfs @ 11.89 hrs HW=320.31' (Free Discharge) L1=Culvert (Inlet Controls 0.31 cfs @ 1.50 fps) Summary for Pond DW1: SMA#5 Inflow Area = 0.065 ac, 38.57% Impervious, Inflow Depth = 0.86" for 10 YEAR event Inflow = 0.11 cfs @ 11.90 hrs, Volume= 0.005 of Outflow = 0.01 cfs @ 11.80 hrs, Volume= 0.005 af, Atten= 87%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.80 hrs, Volume= 0.005 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 316.48'@ 12.22 hrs Surf.Area= 79 sf Storage= 50 cf Plug-Flow detention time=21.9 min calculated for 0.005 of(100% of inflow) Center-of-Mass det. time=21.9 min ( 900.2 - 878.3 ) Volume Invert Avail.Storage Storage Description #1 316.10' 226 cf 6.00'D x 8.00'H DRYWELL Inside#2 #2 315.10' 192 cf 10.00'D x 9.00'H STONE 707 cf Overall - 226 cf Embedded = 481 cf x 40.0% Voids 418 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 315.10' 8.000 in/hr Exfiltration over Surface area #2 Primary 324.10' 1.0" Horiz. Orifice/Grate X 10.00 columns X 10 rows C= 0.600 in 30.0" Grate (11% open area) Limited to weir flow at low heads POSTDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 10 YEAR Rainfall=4.00" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 26 Discarded OutFlow Max=0.01 cfs @ 11.80 hrs HW=315.26' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=315.10' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond IT1: SMAN Inflow Area = 0.106 ac, 23.79% Impervious, Inflow Depth = 0.50" for 10 YEAR event Inflow = 0.10 cfs @ 11.90 hrs, Volume= 0.004 of Outflow = 0.08 cfs @ 11.93 hrs, Volume= 0.004 af, Atten= 23%, Lag= 1.4 min Discarded = 0.08 cfs @ 11.93 hrs, Volume= 0.004 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 320.36'@ 11.94 hrs Surf.Area= 395 sf Storage= 9 cf Plug-Flow detention time= 1.2 min calculated for 0.004 of(100% of inflow) Center-of-Mass det. time= 1.2 min ( 892.3 - 891.1 ) Volume Invert Avail.Storage Storage Description #1 320.30' 474 cf Custom Stage Data (Prismatic)-isted below(Recalc) 1,185 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 320.30 395 0 0 323.30 395 1,185 1,185 Device Routing Invert Outlet Devices #1 Discarded 320.30' 8.000 in/hr Exfiltration over Surface area #2 Primary 322.30' 6.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 322.30'/ 319.50' S= 0.1400 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=0.07 cfs @ 11.93 hrs HW=320.35' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=320.30' (Free Discharge) L2=Culvert ( Controls 0.00 cfs) Summary for Pond IT2: SMA#7 Inflow Area = 0.024 ac, 39.02% Impervious, Inflow Depth = 0.86" for 10 YEAR event Inflow = 0.04 cfs @ 11.90 hrs, Volume= 0.002 of Outflow = 0.03 cfs @ 11.93 hrs, Volume= 0.002 af, Atten= 24%, Lag= 1.4 min Discarded = 0.03 cfs @ 11.93 hrs, Volume= 0.002 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of POSTDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 10 YEAR Rainfall=4.00" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 27 Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 320.36'@ 11.94 hrs Surf.Area= 160 sf Storage= 4 cf Plug-Flow detention time= 1.2 min calculated for 0.002 of(100% of inflow) Center-of-Mass det. time= 1.2 min ( 879.5 - 878.3 ) Volume Invert Avail.Storage Storage Description #1 320.30' 192 cf Custom Stage Data (Prismatic)-isted below(Recalc) 480 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 320.30 160 0 0 323.30 160 480 480 Device Routing Invert Outlet Devices #1 Discarded 320.30' 8.000 in/hr Exfiltration over Surface area #2 Primary 322.30' 6.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 322.30'/ 319.50' S= 0.1400 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=0.03 cfs @ 11.93 hrs HW=320.35' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=320.30' (Free Discharge) L2=Culvert ( Controls 0.00 cfs) Summary for Pond MH#5: Inflow Area = 2.616 ac, 82.27% Impervious, Inflow Depth = 0.00" for 10 YEAR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of 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 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 319.50'@ 0.00 hrs Device Routing Invert Outlet Devices #1 Primary 319.50' 12.0" Round Culvert L= 74.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 319.50'/ 319.00' S= 0.0068 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=319.50' (Free Discharge) L1=Culvert ( Controls 0.00 cfs) POSTDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 10 YEAR Rainfall=4.00" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 28 Summary for Pond WQU#1: Inflow Area = 0.534 ac, 77.09% Impervious, Inflow Depth = 2.37" for 10 YEAR event Inflow = 2.15 cfs @ 11.97 hrs, Volume= 0.106 of Outflow = 2.15 cfs @ 11.97 hrs, Volume= 0.106 af, Atten= 0%, Lag= 0.0 min Primary = 2.15 cfs @ 11.97 hrs, Volume= 0.106 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 321.04'@ 11.97 hrs Device Routing Invert Outlet Devices #1 Primary 319.80' 12.0" Round Culvert L= 24.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 319.80'/ 319.80' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.09 cfs @ 11.97 hrs HW=321.01' (Free Discharge) L1=Culvert (Barrel Controls 2.09 cfs @ 2.79 fps) Summary for Pond WQU#2: Inflow Area = 1.186 ac, 84.79% Impervious, Inflow Depth = 1.77" for 10 YEAR event Inflow = 2.79 cfs @ 12.03 hrs, Volume= 0.175 of Outflow = 2.79 cfs @ 12.03 hrs, Volume= 0.175 af, Atten= 0%, Lag= 0.0 min Primary = 2.79 cfs @ 12.03 hrs, Volume= 0.175 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 320.77'@ 12.03 hrs Device Routing Invert Outlet Devices #1 Primary 319.25' 12.0" Round Culvert L= 24.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 319.25'/ 319.25' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.73 cfs @ 12.03 hrs HW=320.75' (Free Discharge) L1=Culvert (Barrel Controls 2.73 cfs @ 3.47 fps) Summary for Pond WQU#3: Inflow Area = 1.236 ac, 87.99% Impervious, Inflow Depth = 1.59" for 10 YEAR event Inflow = 2.57 cfs @ 12.03 hrs, Volume= 0.163 of Outflow = 2.57 cfs @ 12.03 hrs, Volume= 0.163 af, Atten= 0%, Lag= 0.0 min Primary = 2.57 cfs @ 12.03 hrs, Volume= 0.163 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 319.91'@ 12.03 hrs Device Routing Invert Outlet Devices #1 Primary 318.50' 12.0" Round Culvert L= 16.0' CPP, projecting, no headwall, Ke= 0.900 POSTDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 10 YEAR Rainfall=4.00" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 29 Inlet/ Outlet Invert= 318.50'/ 318.50' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.52 cfs @ 12.03 hrs HW=319.88' (Free Discharge) L1=Culvert (Barrel Controls 2.52 cfs @ 3.20 fps) Summary for Pond WQU#4: Inflow Area = 0.646 ac, 82.74% Impervious, Inflow Depth = 2.73" for 10 YEAR event Inflow = 2.94 cfs @ 11.97 hrs, Volume= 0.147 of Outflow = 2.94 cfs @ 11.97 hrs, Volume= 0.147 af, Atten= 0%, Lag= 0.0 min Primary = 2.94 cfs @ 11.97 hrs, Volume= 0.147 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 321.18'@ 11.97 hrs Device Routing Invert Outlet Devices #1 Primary 319.65' 12.0" Round Culvert L= 16.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 319.65'/ 319.65' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.85 cfs @ 11.97 hrs HW=321.14' (Free Discharge) L1=Culvert (Barrel Controls 2.85 cfs @ 3.63 fps) Summary for Link OFF1: OFF1 Inflow Area = 2.667 ac, 82.62% Impervious, Inflow Depth = 0.07" for 10 YEAR event Inflow = 0.33 cfs @ 11.89 hrs, Volume= 0.016 of Primary = 0.33 cfs @ 11.89 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Summary for Link OFF2: OFF 2 Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary outflow= Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Summary for Link TOTAL: TOTAL PREDEVELOPMENT RUNOFF Inflow Area = 2.667 ac, 82.62% Impervious, Inflow Depth = 0.07" for 10 YEAR event Inflow = 0.33 cfs @ 11.89 hrs, Volume= 0.016 of Primary = 0.33 cfs @ 11.89 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs POSTDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 100 YEAR Rainfall=6.50" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment 1S: Runoff = 4.11 cfs @ 11.97 hrs, Volume= 0.208 af, Depth= 4.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YEAR Rainfall=6.50" Area (so CN Description 17,934 98 Unconnected pavement, HSG A 5,331 39 >75% Grass cover, Good, HSG A 23,265 84 Weighted Average 5,331 22.91% Pervious Area 17,934 77.09% Impervious Area 17,934 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 25 0.1000 0.22 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 1.4 75 0.0100 0.87 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 3.3 100 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 2S: Runoff = 4.75 cfs @ 12.03 hrs, Volume= 0.308 af, Depth= 5.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YEAR Rainfall=6.50" Area (so CN Description 2,524 39 >75% Grass cover, Good, HSG A 25,865 98 Unconnected pavement, HSG A 28,389 93 Weighted Average 2,524 8.89% Pervious Area 25,865 9 1.11% Impervious Area 25,865 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 78 0.0100 0.11 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 0.2 30 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 12.2 108 Total POSTDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 100 YEAR Rainfall=6.50" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment 3S: Runoff = 0.54 cfs @ 11.89 hrs, Volume= 0.027 af, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YEAR Rainfall=6.50" Area (so CN Description 2,250 98 Unconnected pavement, HSG A 2,250 100.00% Impervious Area 2,250 100.00% Unconnected Summary for Subcatchment 4S: Runoff = 4.33 cfs @ 12.03 hrs, Volume= 0.284 af, Depth= 5.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YEAR Rainfall=6.50" Area (so CN Description 1,602 39 >75% Grass cover, Good, HSG A 24,065 98 Unconnected pavement, HSG A 25,667 94 Weighted Average 1,602 6.24% Pervious Area 24,065 93.76% Impervious Area 24,065 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 78 0.0100 0.11 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 0.2 30 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 12.2 108 Total Summary for Subcatchment 5S: Runoff = 5.31 cfs @ 11.96 hrs, Volume= 0.275 af, Depth= 5.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YEAR Rainfall=6.50" Area (so CN Description 23,295 98 Unconnected pavement, HSG A 4,861 39 >75% Grass cover, Good, HSG A 28,156 88 Weighted Average 4,861 17.26% Pervious Area 23,295 82.74% Impervious Area 23,295 100.00% Unconnected POSTDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 100 YEAR Rainfall=6.50" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 32 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 25 0.1000 0.22 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 2.50" 1.4 75 0.0100 0.87 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 3.3 100 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 6S: Runoff = 0.04 cfs @ 11.92 hrs, Volume= 0.003 af, Depth= 0.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YEAR Rainfall=6.50" Area (so CN Adj Description 2,000 39 >75% Grass cover, Good, HSG A 100 98 Unconnected pavement, HSG A 2,100 42 40 Weighted Average, UI Adjusted 2,000 95.24% Pervious Area 100 4.76% Impervious Area 100 100.00% Unconnected Summary for Subcatchment 7S: Runoff = 0.29 cfs @ 11.90 hrs, Volume= 0.012 af, Depth= 2.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YEAR Rainfall=6.50" Area (so CN Description 1,524 39 >75% Grass cover, Good, HSG A 1,000 98 Unconnected pavement, HSG A 2,524 62 Weighted Average 1,524 60.38% Pervious Area 1,000 39.62% Impervious Area 1,000 100.00% Unconnected Summary for Subcatchment 8S: Runoff = 0.33 cfs @ 11.90 hrs, Volume= 0.013 af, Depth= 2.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type 11 24-hr 100 YEAR Rainfall=6.50" POSTDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 100 YEAR Rainfall=6.50" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 33 Area (so CN Description 1,731 39 >75% Grass cover, Good, HSG A 1,087 98 Unconnected pavement, HSG A 2,818 62 Weighted Average 1,731 61.43% Pervious Area 1,087 38.57% Impervious Area 1,087 100.00% Unconnected Summary for Subcatchment 9S: Runoff = 0.12 cfs @ 11.90 hrs, Volume= 0.005 af, Depth= 2.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YEAR Rainfall=6.50" Area (so CN Description 625 39 >75% Grass cover, Good, HSG A 400 98 Unconnected pavement, HSG A 1,025 62 Weighted Average 625 60.98% Pervious Area 400 39.02% Impervious Area 400 100.00% Unconnected Summary for Pond #1: Inflow Area = 1.186 ac, 84.79% Impervious, Inflow Depth = 3.13" for 100 YEAR event Inflow = 4.75 cfs @ 12.03 hrs, Volume= 0.309 of Outflow = 4.75 cfs @ 12.03 hrs, Volume= 0.309 af, Atten= 0%, Lag= 0.0 min Primary = 4.75 cfs @ 12.03 hrs, Volume= 0.309 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 323.01'@ 12.03 hrs Device Routing Invert Outlet Devices #1 Primary 319.80' 12.0" Round Culvert L= 95.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 319.80'/ 319.25' S= 0.0058 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=4.65 cfs @ 12.03 hrs HW=322.90' (Free Discharge) L1=Culvert (Barrel Controls 4.65 cfs @ 5.92 fps) Summary for Pond #2: Inflow Area = 1.236 ac, 87.99% Impervious, Inflow Depth = 2.98" for 100 YEAR event Inflow = 4.46 cfs @ 12.05 hrs, Volume= 0.307 of Outflow = 4.46 cfs @ 12.05 hrs, Volume= 0.307 af, Atten= 0%, Lag= 0.0 min Primary = 4.46 cfs @ 12.05 hrs, Volume= 0.307 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs POSTDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 100 YEAR Rainfall=6.50" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 34 Peak Elev= 322.25'@ 12.05 hrs Device Routing Invert Outlet Devices #1 Primary 319.08' 12.0" Round Culvert L= 114.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 319.08'/ 318.50' S= 0.0051 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=4.45 cfs @ 12.05 hrs HW=322.23' (Free Discharge) L1=Culvert (Barrel Controls 4.45 cfs @ 5.67 fps) Summary for Pond 1 P: SMA#1 Inflow Area = 0.534 ac, 77.09% Impervious, Inflow Depth = 4.67" for 100 YEAR event Inflow = 4.11 cfs @ 11.97 hrs, Volume= 0.208 of Outflow = 0.37 cfs @ 12.47 hrs, Volume= 0.208 af, Atten= 91%, Lag= 30.1 min Discarded = 0.34 cfs @ 11.60 hrs, Volume= 0.207 of Primary = 0.03 cfs @ 12.47 hrs, Volume= 0.001 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 321.93'@ 12.47 hrs Surf.Area= 1,823 sf Storage= 3,515 cf Plug-Flow detention time=73.8 min calculated for 0.208 of(100% of inflow) Center-of-Mass det. time= 73.8 min ( 871.2 - 797.4 ) Volume Invert Avail.Storage Storage Description #1 318.50' 2,545 cf 22.50'W x 81.00'L x 4.50'H STONE 8,201 cf Overall - 1,838 cf Embedded= 6,364 cf x 40.0% Voids #2 320.00' 1,838 cf ADS_StormTech SC-740 +Capx 40 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 40 Chambers in 4 Rows 4,383 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 318.50' 8.000 in/hr Exfiltration over Surface area #2 Primary 321.83' 8.0" Round Culvert L= 17.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 321.83'/ 320.35' S= 0.0871 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Discarded OutFlow Max=0.34 cfs @ 11.60 hrs HW=318.55' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.34 cfs) Primary OutFlow Max=0.03 cfs @ 12.47 hrs HW=321.93' (Free Discharge) L2=Culvert (Inlet Controls 0.03 cfs @ 0.85 fps) POSTDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 100 YEAR Rainfall=6.50" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 35 Summary for Pond 2P: SMA#2 Inflow Area = 1.274 ac, 81.60% Impervious, Inflow Depth = 2.91" for 100 YEAR event Inflow = 4.75 cfs @ 12.03 hrs, Volume= 0.309 of Outflow = 1.21 cfs @ 12.28 hrs, Volume= 0.309 af, Atten= 74%, Lag= 14.7 min Discarded = 0.44 cfs @ 11.65 hrs, Volume= 0.281 of Primary = 0.78 cfs @ 12.28 hrs, Volume= 0.028 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 321.76'@ 12.28 hrs Surf.Area= 2,358 sf Storage= 4,478 cf Plug-Flow detention time=54.4 min calculated for 0.309 of(100% of inflow) Center-of-Mass det. time= 54.3 min ( 827.2 - 772.9 ) Volume Invert Avail.Storage Storage Description #1 318.50' 3,543 cf 18.00'W x 131.00'L x 4.75'H STONE 11,201 cf Overall - 2,343 cf Embedded = 8,858 cf x 40.0% Voids #2 319.25' 2,343 cf ADS_StormTech SC-740 +Capx 51 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51 Chambers in 3 Rows 5,886 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 318.50' 8.000 in/hr Exfiltration over Surface area #2 Primary 321.08' 8.0" Round Culvert L= 67.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 321.08'/ 319.50' S= 0.0236 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Discarded OutFlow Max=0.44 cfs @ 11.65 hrs HW=318.56' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.44 cfs) Primary OutFlow Max=0.77 cfs @ 12.28 hrs HW=321.75' (Free Discharge) L2=Culvert (Inlet Controls 0.77 cfs @ 2.21 fps) Summary for Pond 3P: SMA#3 Inflow Area = 1.342 ac, 82.91% Impervious, Inflow Depth = 2.74" for 100 YEAR event Inflow = 4.46 cfs @ 12.05 hrs, Volume= 0.307 of Outflow = 1.19 cfs @ 12.36 hrs, Volume= 0.307 af, Atten= 73%, Lag= 18.4 min Discarded = 0.44 cfs @ 11.65 hrs, Volume= 0.278 of Primary = 0.75 cfs @ 12.36 hrs, Volume= 0.029 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 321.15'@ 12.36 hrs Surf.Area= 2,358 sf Storage= 4,689 cf Plug-Flow detention time=58.2 min calculated for 0.307 of(100% of inflow) Center-of-Mass det. time= 58.2 min ( 824.6 - 766.4 ) POSTDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 100 YEAR Rainfall=6.50" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 36 Volume Invert Avail.Storage Storage Description #1 317.67' 3,307 cf 18.00'W x 131.00'L x 4.50'H STONE 10,611 cf Overall - 2,343 cf Embedded = 8,268 cf x 40.0% Voids #2 318.67' 2,343 cf ADS_StormTech SC-740 +Capx 51 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51 Chambers in 3 Rows 5,650 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 317.67' 8.000 in/hr Exfiltration over Surface area #2 Primary 320.50' 8.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 320.50'/ 319.50' S= 0.0143 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Discarded OutFlow Max=0.44 cfs @ 11.65 hrs HW=317.72' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.44 cfs) Primary OutFlow Max=0.75 cfs @ 12.36 hrs HW=321.15' (Free Discharge) L2=Culvert (Inlet Controls 0.75 cfs @ 2.16 fps) Summary for Pond 4P: SMA#4 Inflow Area = 0.646 ac, 82.74% Impervious, Inflow Depth = 5.11" for 100 YEAR event Inflow = 5.31 cfs @ 11.96 hrs, Volume= 0.275 of Outflow = 1.07 cfs @ 12.15 hrs, Volume= 0.275 af, Atten= 80%, Lag= 11.4 min Discarded = 0.37 cfs @ 11.55 hrs, Volume= 0.253 of Primary = 0.70 cfs @ 12.15 hrs, Volume= 0.022 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 322.44'@ 12.15 hrs Surf.Area= 1,980 sf Storage= 4,332 cf Plug-Flow detention time=69.8 min calculated for 0.275 of(100% of inflow) Center-of-Mass det. time=69.8 min ( 855.3 - 785.5 ) Volume Invert Avail.Storage Storage Description #1 318.50' 2,755 cf 22.50'W x 88.00'L x 4.50'H STONE 8,910 cf Overall - 2,021 cf Embedded= 6,889 cf x 40.0% Voids #2 320.00' 2,021 cf ADS_StormTech SC-740 +Capx 44 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 44 Chambers in 4 Rows 4,777 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 318.50' 8.000 in/hr Exfiltration over Surface area #2 Primary 321.83' 8.0" Round Culvert L= 147.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 321.83'/ 319.50' S= 0.0159 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf POSTDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 100 YEAR Rainfall=6.50" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 37 Discarded OutFlow Max=0.37 cfs @ 11.55 hrs HW=318.55' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.37 cfs) Primary OutFlow Max=0.70 cfs @ 12.15 hrs HW=322.44' (Free Discharge) L2=Culvert (Inlet Controls 0.70 cfs @ 2.09 fps) Summary for Pond CB#4: Inflow Area = 2.667 ac, 82.62% Impervious, Inflow Depth = 0.37" for 100 YEAR event Inflow = 1.55 cfs @ 12.32 hrs, Volume= 0.083 of Outflow = 1.55 cfs @ 12.32 hrs, Volume= 0.083 af, Atten= 0%, Lag= 0.0 min Primary = 1.55 cfs @ 12.32 hrs, Volume= 0.083 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 320.78'@ 12.32 hrs Device Routing Invert Outlet Devices #1 Primary 320.00' 12.0" Round Culvert L= 31.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 320.00'/ 318.50' S= 0.0484 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.53 cfs @ 12.32 hrs HW=320.77' (Free Discharge) L1=Culvert (Inlet Controls 1.53 cfs @ 2.36 fps) Summary for Pond DW1: SMA#5 Inflow Area = 0.065 ac, 38.57% Impervious, Inflow Depth = 2.44" for 100 YEAR event Inflow = 0.33 cfs @ 11.90 hrs, Volume= 0.013 of Outflow = 0.01 cfs @ 11.60 hrs, Volume= 0.013 af, Atten= 96%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.60 hrs, Volume= 0.013 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 320.65'@ 13.22 hrs Surf.Area= 79 sf Storage= 252 cf Plug-Flow detention time= 164.5 min calculated for 0.013 of(100% of inflow) Center-of-Mass det. time= 164.5 min ( 1,008.5 - 844.0 ) Volume Invert Avail.Storage Storage Description #1 316.10' 226 cf 6.00'D x 8.00'H DRYWELL Inside#2 #2 315.10' 192 cf 10.00'D x 9.00'H STONE 707 cf Overall - 226 cf Embedded = 481 cf x 40.0% Voids 418 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 315.10' 8.000 in/hr Exfiltration over Surface area #2 Primary 324.10' 1.0" Horiz. Orifice/Grate X 10.00 columns X 10 rows C= 0.600 in 30.0" Grate (11% open area) Limited to weir flow at low heads POSTDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 100 YEAR Rainfall=6.50" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 38 Discarded OutFlow Max=0.01 cfs @ 11.60 hrs HW=315.25' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=315.10' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond IT1: SMA#6 Inflow Area = 0.106 ac, 23.79% Impervious, Inflow Depth = 1.63" for 100 YEAR event Inflow = 0.33 cfs @ 11.90 hrs, Volume= 0.014 of Outflow = 0.07 cfs @ 11.75 hrs, Volume= 0.014 af, Atten= 78%, Lag= 0.0 min Discarded = 0.07 cfs @ 11.75 hrs, Volume= 0.014 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 321.10'@ 12.02 hrs Surf.Area= 395 sf Storage= 126 cf Plug-Flow detention time=8.0 min calculated for 0.014 of(100% of inflow) Center-of-Mass det. time= 8.0 min ( 868.0 - 859.9 ) Volume Invert Avail.Storage Storage Description #1 320.30' 474 cf Custom Stage Data (Prismatic)-isted below(Recalc) 1,185 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 320.30 395 0 0 323.30 395 1,185 1,185 Device Routing Invert Outlet Devices #1 Discarded 320.30' 8.000 in/hr Exfiltration over Surface area #2 Primary 322.30' 6.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 322.30'/ 319.50' S= 0.1400 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=0.07 cfs @ 11.75 hrs HW=320.34' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=320.30' (Free Discharge) L2=Culvert ( Controls 0.00 cfs) Summary for Pond IT2: SMA#7 Inflow Area = 0.024 ac, 39.02% Impervious, Inflow Depth = 2.44" for 100 YEAR event Inflow = 0.12 cfs @ 11.90 hrs, Volume= 0.005 of Outflow = 0.03 cfs @ 11.75 hrs, Volume= 0.005 af, Atten= 75%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.75 hrs, Volume= 0.005 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of POSTDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 100 YEAR Rainfall=6.50" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 39 Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 320.98'@ 12.01 hrs Surf.Area= 160 sf Storage= 44 cf Plug-Flow detention time=6.9 min calculated for 0.005 of(100% of inflow) Center-of-Mass det. time=6.9 min ( 850.9 - 844.0 ) Volume Invert Avail.Storage Storage Description #1 320.30' 192 cf Custom Stage Data (Prismatic)-isted below(Recalc) 480 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 320.30 160 0 0 323.30 160 480 480 Device Routing Invert Outlet Devices #1 Discarded 320.30' 8.000 in/hr Exfiltration over Surface area #2 Primary 322.30' 6.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 322.30'/ 319.50' S= 0.1400 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=0.03 cfs @ 11.75 hrs HW=320.34' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=320.30' (Free Discharge) L2=Culvert ( Controls 0.00 cfs) Summary for Pond MH#5: Inflow Area = 2.616 ac, 82.27% Impervious, Inflow Depth = 0.26" for 100 YEAR event Inflow = 1.51 cfs @ 12.32 hrs, Volume= 0.056 of Outflow = 1.51 cfs @ 12.32 hrs, Volume= 0.056 af, Atten= 0%, Lag= 0.0 min Primary = 1.51 cfs @ 12.32 hrs, Volume= 0.056 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 320.26'@ 12.32 hrs Device Routing Invert Outlet Devices #1 Primary 319.50' 12.0" Round Culvert L= 74.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 319.50'/ 319.00' S= 0.0068 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.49 cfs @ 12.32 hrs HW=320.26' (Free Discharge) L1=Culvert (Inlet Controls 1.49 cfs @ 2.34 fps) POSTDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 100 YEAR Rainfall=6.50" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 40 Summary for Pond WQU#1: Inflow Area = 0.534 ac, 77.09% Impervious, Inflow Depth = 4.67" for 100 YEAR event Inflow = 4.11 cfs @ 11.97 hrs, Volume= 0.208 of Outflow = 4.11 cfs @ 11.97 hrs, Volume= 0.208 af, Atten= 0%, Lag= 0.0 min Primary = 4.11 cfs @ 11.97 hrs, Volume= 0.208 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 322.18'@ 11.96 hrs Device Routing Invert Outlet Devices #1 Primary 319.80' 12.0" Round Culvert L= 24.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 319.80'/ 319.80' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.99 cfs @ 11.97 hrs HW=322.09' (Free Discharge) L1=Culvert (Inlet Controls 3.99 cfs @ 5.09 fps) Summary for Pond WQU#2: Inflow Area = 1.186 ac, 84.79% Impervious, Inflow Depth = 3.13" for 100 YEAR event Inflow = 4.75 cfs @ 12.03 hrs, Volume= 0.309 of Outflow = 4.75 cfs @ 12.03 hrs, Volume= 0.309 af, Atten= 0%, Lag= 0.0 min Primary = 4.75 cfs @ 12.03 hrs, Volume= 0.309 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 322.27'@ 12.03 hrs Device Routing Invert Outlet Devices #1 Primary 319.25' 12.0" Round Culvert L= 24.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 319.25'/ 319.25' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=4.65 cfs @ 12.03 hrs HW=322.17' (Free Discharge) L1=Culvert (Inlet Controls 4.65 cfs @ 5.92 fps) Summary for Pond WQU#3: Inflow Area = 1.236 ac, 87.99% Impervious, Inflow Depth = 2.98" for 100 YEAR event Inflow = 4.46 cfs @ 12.05 hrs, Volume= 0.307 of Outflow = 4.46 cfs @ 12.05 hrs, Volume= 0.307 af, Atten= 0%, Lag= 0.0 min Primary = 4.46 cfs @ 12.05 hrs, Volume= 0.307 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 321.23'@ 12.05 hrs Device Routing Invert Outlet Devices #1 Primary 318.50' 12.0" Round Culvert L= 16.0' CPP, projecting, no headwall, Ke= 0.900 POSTDEVELOPMENT_120_S_BROADWAY Type 11 24-hr 100 YEAR Rainfall=6.50" Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC Page 41 Inlet/ Outlet Invert= 318.50'/ 318.50' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=4.45 cfs @ 12.05 hrs HW=321.22' (Free Discharge) L1=Culvert (Inlet Controls 4.45 cfs @ 5.67 fps) Summary for Pond WQU#4: Inflow Area = 0.646 ac, 82.74% Impervious, Inflow Depth = 5.11" for 100 YEAR event Inflow = 5.31 cfs @ 11.96 hrs, Volume= 0.275 of Outflow = 5.31 cfs @ 11.96 hrs, Volume= 0.275 af, Atten= 0%, Lag= 0.0 min Primary = 5.31 cfs @ 11.96 hrs, Volume= 0.275 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 323.30'@ 11.96 hrs Device Routing Invert Outlet Devices #1 Primary 319.65' 12.0" Round Culvert L= 16.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 319.65'/ 319.65' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=5.17 cfs @ 11.96 hrs HW=323.14' (Free Discharge) L1=Culvert (Inlet Controls 5.17 cfs @ 6.58 fps) Summary for Link OFF1: OFF1 Inflow Area = 2.667 ac, 82.62% Impervious, Inflow Depth = 0.37" for 100 YEAR event Inflow = 1.55 cfs @ 12.32 hrs, Volume= 0.083 of Primary = 1.55 cfs @ 12.32 hrs, Volume= 0.083 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Summary for Link OFF2: OFF 2 Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary outflow= Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Summary for Link TOTAL: TOTAL PREDEVELOPMENT RUNOFF Inflow Area = 2.667 ac, 82.62% Impervious, Inflow Depth = 0.37" for 100 YEAR event Inflow = 1.55 cfs @ 12.32 hrs, Volume= 0.083 of Primary = 1.55 cfs @ 12.32 hrs, Volume= 0.083 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs POSTDEVELOPMENT_120_S_BROADWAY Table of Contents Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing 3 Area Listing (all nodes) 4 Soil Listing (all nodes) 5 Pipe Listing (all nodes) 1 YEAR Event 6 Subcat 1 S: 7 Subcat 2S: 7 Subcat 3S: 8 Subcat 4S: 8 Subcat 5S: 9 Subcat 6S: 9 Subcat 7S: 9 Subcat 8S: 10 Subcat 9S: 10 Pond #1: 10 Pond #2: 11 Pond 1 P: SMA#1 11 Pond 2P: SMA#2 12 Pond 3P: SMA#3 13 Pond 4P: SMA#4 14 Pond CB#4: 14 Pond DW1: SMA#5 15 Pond IT1: SMA#6 15 Pond IT2: SMA#7 16 Pond MH#5: 16 Pond WQU#1: 17 Pond WQU#2: 17 Pond WQU#3: 18 Pond WQU#4: 18 Link OFF1: OFF1 18 Link OFF2: OFF 2 18 Link TOTAL: TOTAL PREDEVELOPMENT RUNOFF 10 YEAR Event 18 Subcat 1 S: 19 Subcat 2S: 19 Subcat 3S: 20 Subcat 4S: 20 Subcat 5S: 21 Subcat 6S: 21 Subcat 7S: 21 Subcat 8S: 22 Subcat 9S: POSTDEVELOPMENT_120_S_BROADWAY Table of Contents Prepared by EDP Printed 8/9/2022 HydroCAD® 10.10-3a s/n 11387 ©2020 HydroCAD Software Solutions LLC 22 Pond #1: 22 Pond #2: 23 Pond 1 P: SMA#1 23 Pond 2P: SMA#2 24 Pond 3P: SMA#3 25 Pond 4P: SMA#4 26 Pond CB#4: 26 Pond DW1: SMA#5 27 Pond IT1: SMA#6 27 Pond IT2: SMA#7 28 Pond MH#5: 28 Pond WQU#1: 29 Pond WQU#2: 29 Pond WQU#3: 30 Pond WQU#4: 30 Link OFF1: OFF1 30 Link OFF2: OFF 2 30 Link TOTAL: TOTAL PREDEVELOPMENT RUNOFF 100 YEAR Event 30 Subcat 1 S: 31 Subcat 2S: 31 Subcat 3S: 32 Subcat 4S: 32 Subcat 5S: 33 Subcat 6S: 33 Subcat 7S: 33 Subcat 8S: 34 Subcat 9S: 34 Pond #1: 34 Pond #2: 35 Pond 1 P: SMA#1 35 Pond 2P: SMA#2 36 Pond 3P: SMA#3 37 Pond 4P: SMA#4 38 Pond CB#4: 38 Pond DW1: SMA#5 39 Pond IT1: SMA#6 39 Pond IT2: SMA#7 40 Pond MH#5: 40 Pond WQU#1: 41 Pond WQU#2: 41 Pond WQU#3: 42 Pond WQU#4: 42 Link OFF1: OFF1 42 Link OFF2: OFF 2 42 Link TOTAL: TOTAL PREDEVELOPMENT RUNOFF ENVIRONMENTAL DESIGN GM PARTNERSHIP, LLP. Attachment c Hydrodynamic First Defense WQU 19 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518) 371-9540 e-mail: info@edpllp.com PROJECTION 1 IF IN DOUBT ASK 5 4 COMMENTS 1. MANHOLE WALL AND SLAB THICKNESSES ARE NOT TO SCALE. AtE� ��/ \.\ A 3 2. CONTRACTOR TO CONFIRM RIM, PIPE INVERTS, PIPE DIA. AND PIPE ORIENTATION PRIOR RIM: 323.8 FT 1 TO RELEASE OF UNIT TO 5 4 FABRICATION. 2 NOTE: ADDITIONAL HEIGHT MAYBE PLAN V1 EW REQUIRED DEPENDING ON PIPE SIZE ale+' Qua/; OUTLET 319.8 FT — „ DATE: SCALE: � .00r f1- 92.5 NTS ° .00 Nyaro o, 1 DRAWN BY: CHECKED BY: APPROVED BY 000000000000 o00 .m.,on. no ER J 0 L Title zo7ascoca a o ' coca 44.5" 3 FT FIRST DEFENSE® v oin acc' HIGH CAPACITY O O• na 2�O atern3t�o 9i SUMP: 316.09 FT Site HYDRO FRAME AND Ethier COVER (INCLUDED) SECTION A-A GRADE RINGS BY OTHERS Structure No: AS REQUIRED WQU#1 PRODUCT SPECIFICATION: 1. PEAK HYDRAULIC FLOW: 4.11 cfs Hyoromg, 2. MIN SEDIMENT STORAGE CAPACITY: 0.4 yd3 International 3. OIL STORAGE CAPACITY: 125 gal hydro-int.com 4. MAXIMUM INLET/OUTLET PIPE DIAMETERS: 18 in. (450 mm) HYDRO INTERNATIONAL 5. THE TREATMENT SYSTEM SHALL USE AN INDUCED VORTEX TO SEPARATE POLLUTANTS FROM STORMWATER RUNOFF. PARTS LIST ITEM DESCRIPTION SIZE (in) 1 I.D. PRECAST MANHOLE 36 2 INTERNAL COMPONENTS GENERAL NOTES: (PRE-INSTALLED) WEIGHT MATERIAL 1.General Arrangement drawings only. Contact Hydro International for site specific drawings. 3 FRAME AND COVER (ROUND) 30 N/A 2.Inlet/outlet pipe angle can vary to align with drainage network refer to project Ian. 4 OUTLET PIPE (BY OTHERS) 12 REFERENCE NUMBER p�p g ry g g ( p J plan.) 3.Peak flow rate and minimum height limited by available cover and pipe diameter. 5 INLET PIPE (BY OTHERS) 0 DRAWING NO. ANY WARRANTY GIVEN BY HYDRO INTERNATIONAL WILL APPLY ONLY TO THOSE ITEMS SUPPLIED BY IT.ACCORDINGLY HYDRO INTERNATIONAL CANNOT ACCEPT ANY RESPONSIBILITY FOR ANY STRUCTURE,PLANT,OR EQUIPMENT,(OR THE PERFORMANCE THERE OF)DESIGNED,BUILT,MANUFACTURED,OR SUPPLIED BY ANY THIRD PARTY.HYDRO INTERNATIONAL HAVE A POLICY OF CONTINUOUS DEVELOPMENT AND RESERVE THE RIGHT TO AMEND THE SPECIFICATION.HYDRO INTERNATIONAL CANNOT ACCEPT LIABILITY FOR PERFORMANCE OF ITS EQUIPMENT,(OR ANY PART THEREOF),IF THE EQUIPMENT IS SUBJECT TO CONDITIONS OUTSIDE ANY DESIGN SPECIFICATION.HYDRO INTERNATIONAL OWNS THE COPYRIGHT OF THIS DRAWING,WHICH IS SUPPLIED IN CONFIDENCE.IT MUST NOT BE USED FOR ANY PURPOSE OTHER THAN THAT FOR WHICH IT IS SUPPLIED AND MUST NOT BE REPRODUCED,IN WHOLE OR IN PART,WITHOUT PRIOR PERMISSION IN WRITING FROM HYDRO SHEET SIZE: SHEET: 7RevINTERNATIONAL. B 1 OF nzeglen@edpllp.com 8/2/2022 FIRST . 0 HIGH CAPACITY DESIGN summARY Hydro iR, Internabonal PROJECT INFORMATION Reference WQU#1 Site Ethier Designer Nick Zeglen Date 8/2/2022 4:06 PM DESIGN INPUTS Unit Size(ft) 3.00 DESIGN OUTPUTS Product 3-ft DIAMETER FIRST DEFENSE HIGH CAPACITY Unit Reference FD-3HC UNIT WEIGHTS AND DIMENSIONS O Unit Size(ft) 3.00 ©Inlet Pipe Size(in) 0 O Outlet Pipe Size(in) 12 O Unit Depth(ft) 323.80 Inlet Invert Height(ft) 3.71 .05 Outlet Invert Height(ft) 319.80 PERFORMANCE AND HYDRAULICS OB Max.Treatment Flow Rate(cfs) 1.06 Hydraulic Capacity Flow Rate(cfs) 4.11 CC O Typical Operating Headloss(in) Maximum Headloss(in) STO RAG E ©Oil Storage Capacity(gal) 125 OE Min.Sediment Storage Capacity(yd3) 0.4 OF ©Hydro International 2)22 PROJECTION 1 IF IN DOUBT ASK 5 4 COMMENTS 1. MANHOLE WALL AND SLAB THICKNESSES ARE NOT TO SCALE. AtE� ��/ \.\ A 3 2. CONTRACTOR TO CONFIRM RIM, PIPE INVERTS, PIPE DIA. AND PIPE ORIENTATION PRIOR RIM: 324.25 FT 1 TO RELEASE OF UNIT TO 5 4 FABRICATION. 2 NOTE: ADDITIONAL HEIGHT MAYBE PLAN V1 EW REQUIRED DEPENDING ON PIPE SIZE ale+' Qua/; >UTLET 319.25 FT — „ SCALE .00r ry 104.5 DATE: NTS ° .00 Nyaro o, 1 DRAWN BY: CHECKED BY: APPROVED BY o00 .m.,on. no ER 000000000000 J 0 L Title zo7ascoca a o ' coca 44.5" 3 FT FIRST DEFENSE® v oin acc' HIGH CAPACITY O O• na 2�O atern3t�o 9i SUMP: 315.54 FT Site HYDRO FRAME AND Ethier COVER (INCLUDED) SECTION A-A GRADE RINGS BY OTHERS Structure No: AS REQUIRED WQU#2 PRODUCT SPECIFICATION: 1. PEAK HYDRAULIC FLOW: 4.75 cfs Hyoromg, 2. MIN SEDIMENT STORAGE CAPACITY: 0.4 yd3 International 3. OIL STORAGE CAPACITY: 125 gal hydro-int.com 4. MAXIMUM INLET/OUTLET PIPE DIAMETERS: 18 in. (450 mm) HYDRO INTERNATIONAL 5. THE TREATMENT SYSTEM SHALL USE AN INDUCED VORTEX TO SEPARATE POLLUTANTS FROM STORMWATER RUNOFF. PARTS LIST ITEM DESCRIPTION SIZE (in) 1 I.D. PRECAST MANHOLE 36 2 INTERNAL COMPONENTS GENERAL NOTES: (PRE-INSTALLED) WEIGHT MATERIAL 1.General Arrangement drawings only. Contact Hydro International for site specific drawings. 3 FRAME AND COVER (ROUND) 30 N/A 2.Inlet/outlet pipe angle can vary to align with drainage network refer to project Ian. 4 OUTLET PIPE (BY OTHERS) 12 REFERENCE NUMBER p�p g ry g g ( p J plan.) 3.Peak flow rate and minimum height limited by available cover and pipe diameter. 5 INLET PIPE (BY OTHERS) 12 DRAWING NO. ANY WARRANTY GIVEN BY HYDRO INTERNATIONAL WILL APPLY ONLY TO THOSE ITEMS SUPPLIED BY IT.ACCORDINGLY HYDRO INTERNATIONAL CANNOT ACCEPT ANY RESPONSIBILITY FOR ANY STRUCTURE,PLANT,OR EQUIPMENT,(OR THE PERFORMANCE THERE OF)DESIGNED,BUILT,MANUFACTURED,OR SUPPLIED BY ANY THIRD PARTY.HYDRO INTERNATIONAL HAVE A POLICY OF CONTINUOUS DEVELOPMENT AND RESERVE THE RIGHT TO AMEND THE SPECIFICATION.HYDRO INTERNATIONAL CANNOT ACCEPT LIABILITY FOR PERFORMANCE OF ITS EQUIPMENT,(OR ANY PART THEREOF),IF THE EQUIPMENT IS SUBJECT TO CONDITIONS OUTSIDE ANY DESIGN SPECIFICATION.HYDRO INTERNATIONAL OWNS THE COPYRIGHT OF THIS DRAWING,WHICH IS SUPPLIED IN CONFIDENCE.IT MUST NOT BE USED FOR ANY PURPOSE OTHER THAN THAT FOR WHICH IT IS SUPPLIED AND MUST NOT BE REPRODUCED,IN WHOLE OR IN PART,WITHOUT PRIOR PERMISSION IN WRITING FROM HYDRO SHEET SIZE: SHEET: 7RevINTERNATIONAL. B 1 OF nzeglen@edpllp.com 8/2/2022 FIRST . 0 HIGH CAPACITY DESIGN summARY Hydro iR, Internabonal PROJECT INFORMATION Reference W Q U#2 Site Ethier Designer Nick Zeglen Date 8/2/2022 4:08 PM DESIGN INPUTS Unit Size(ft) 3.00 DESIGN OUTPUTS Product 3-ft DIAMETER FIRST DEFENSE HIGH CAPACITY Unit Reference FD-3HC UNIT WEIGHTS AND DIMENSIONS O Unit Size(ft) 3.00 ©Inlet Pipe Size(in) 12 O Outlet Pipe Size(in) 12 O Unit Depth(ft) 324.25 Inlet Invert Height(ft) 3.71 Outlet Invert Height(ft) 319.25 PERFORMANCE AND HYDRAULICS OB Max.Treatment Flow Rate(cfs) 1.06 Hydraulic Capacity Flow Rate(cfs) 4.75 CC O Typical Operating Headloss(in) Maximum Headloss(in) STO RAG E ©Oil Storage Capacity(gal) 125 OE Min.Sediment Storage Capacity(yd3) 0.4 OF ©Hydro International 2)22 PROJECTION 1 IF IN DOUBT ASK 5 4 COMMENTS 1. MANHOLE WALL AND SLAB THICKNESSES ARE NOT TO SCALE. AtE� ��/ \.\ A 3 2. CONTRACTOR TO CONFIRM RIM, PIPE INVERTS, PIPE DIA. AND PIPE ORIENTATION PRIOR RIM: 323 FT 1 TO RELEASE OF UNIT TO 5 4 FABRICATION. 2 NOTE: ADDITIONAL HEIGHT MAYBE PLAN V1 EW REQUIRED DEPENDING ON PIPE SIZE ale+' Qua/; OUTLET 318.5 FT — „ DATE: SCALE: � .00r f1- 98.5 NTS ° .00 Nyaro o, 1 DRAWN BY: CHECKED BY: APPROVED BY 000000000000 o00 .m.,on. no ER J 0 L Title zo7ascoca a o ' coca 44.5" 3 FT FIRST DEFENSE® v oin acc' HIGH CAPACITY O O• na 2�O atern3t�o 9i SUMP: 314.79 FT Site HYDRO FRAME AND Ethier COVER (INCLUDED) SECTION A-A GRADE RINGS BY OTHERS Structure No: AS REQUIRED WQU#3 PRODUCT SPECIFICATION: 1. PEAK HYDRAULIC FLOW: 4.46 cfs Hyoromg, 2. MIN SEDIMENT STORAGE CAPACITY: 0.4 yd3 International 3. OIL STORAGE CAPACITY: 125 gal hydro-int.com 4. MAXIMUM INLET/OUTLET PIPE DIAMETERS: 18 in. (450 mm) HYDRO INTERNATIONAL 5. THE TREATMENT SYSTEM SHALL USE AN INDUCED VORTEX TO SEPARATE POLLUTANTS FROM STORMWATER RUNOFF. PARTS LIST ITEM DESCRIPTION SIZE (in) 1 I.D. PRECAST MANHOLE 36 2 INTERNAL COMPONENTS GENERAL NOTES: (PRE-INSTALLED) WEIGHT MATERIAL 1.General Arrangement drawings only. Contact Hydro International for site specific drawings. 3 FRAME AND COVER (ROUND) 30 N/A 2.Inlet/outlet pipe angle can vary to align with drainage network refer to project Ian. 4 OUTLET PIPE (BY OTHERS) 12 REFERENCE NUMBER p�p g ry g g ( p J plan.) 3.Peak flow rate and minimum height limited by available cover and pipe diameter. 5 INLET PIPE (BY OTHERS) 12 DRAWING NO. ANY WARRANTY GIVEN BY HYDRO INTERNATIONAL WILL APPLY ONLY TO THOSE ITEMS SUPPLIED BY IT.ACCORDINGLY HYDRO INTERNATIONAL CANNOT ACCEPT ANY RESPONSIBILITY FOR ANY STRUCTURE,PLANT,OR EQUIPMENT,(OR THE PERFORMANCE THERE OF)DESIGNED,BUILT,MANUFACTURED,OR SUPPLIED BY ANY THIRD PARTY.HYDRO INTERNATIONAL HAVE A POLICY OF CONTINUOUS DEVELOPMENT AND RESERVE THE RIGHT TO AMEND THE SPECIFICATION.HYDRO INTERNATIONAL CANNOT ACCEPT LIABILITY FOR PERFORMANCE OF ITS EQUIPMENT,(OR ANY PART THEREOF),IF THE EQUIPMENT IS SUBJECT TO CONDITIONS OUTSIDE ANY DESIGN SPECIFICATION.HYDRO INTERNATIONAL OWNS THE COPYRIGHT OF THIS DRAWING,WHICH IS SUPPLIED IN CONFIDENCE.IT MUST NOT BE USED FOR ANY PURPOSE OTHER THAN THAT FOR WHICH IT IS SUPPLIED AND MUST NOT BE REPRODUCED,IN WHOLE OR IN PART,WITHOUT PRIOR PERMISSION IN WRITING FROM HYDRO SHEET SIZE: SHEET: 7RevINTERNATIONAL. B 1 OF nzeglen@edpllp.com 8/2/2022 FIRST . 0 HIGH CAPACITY DESIGN summARY Hydro iR, Internabonal PROJECT INFORMATION Reference W Q U#3 Site Ethier Designer Nick Zeglen Date 8/2/2022 4:14 PM DESIGN INPUTS Unit Size(ft) 3.00 DESIGN OUTPUTS Product 3-ft DIAMETER FIRST DEFENSE HIGH CAPACITY Unit Reference FD-3HC UNIT WEIGHTS AND DIMENSIONS O Unit Size(ft) 3.00 ©Inlet Pipe Size(in) 12 O Outlet Pipe Size(in) 12 O Unit Depth(ft) 323.00 Inlet Invert Height(ft) 3.71 .05 Outlet Invert Height(ft) 318.50 PERFORMANCE AND HYDRAULICS CB Max.Treatment Flow Rate(cfs) 1.06 Hydraulic Capacity Flow Rate(cfs) 4.46 C O Typical Operating Headloss(in) O Maximum Headloss(in) STO RAG E ©Oil Storage Capacity(gal) 125 OE Min.Sediment Storage Capacity(yd3) 0.4 OF ©Hydro International 2)22 PROJECTION 1 IF IN DOUBT ASK 5 4 COMMENTS 1. MANHOLE WALL AND SLAB THICKNESSES ARE NOT TO SCALE. AtE� ��/ \.\ A 3 2. CONTRACTOR TO CONFIRM RIM, PIPE INVERTS, PIPE DIA. AND PIPE ORIENTATION PRIOR RIM: 323.7 FT 1 TO RELEASE OF UNIT TO 5 4 FABRICATION. 2 NOTE: ADDITIONAL HEIGHT MAYBE PLAN V1 EW REQUIRED DEPENDING ON PIPE SIZE ale+' Qua/; )UTLET 319.65 FT — „ SCALE .00r ry 93.1 DATE: NTS ° .00 Nyaro o, 1 DRAWN BY: CHECKED BY: APPROVED BY 000000000000 o00 .m.,on. no ER J 0 L Title zo7ascoca a o ' coca 44.5" 3 FT FIRST DEFENSE® v oin acc' HIGH CAPACITY O O• na 2�O atern3t�o 9i SUMP: 315.94 FT Site HYDRO FRAME AND Ethier COVER (INCLUDED) SECTION A-A GRADE RINGS BY OTHERS Structure No: AS REQUIRED WQU#4 PRODUCT SPECIFICATION: 1. PEAK HYDRAULIC FLOW: 5.31 cfs Hyoromg, 2. MIN SEDIMENT STORAGE CAPACITY: 0.4 yd3 International 3. OIL STORAGE CAPACITY: 125 gal hydro-int.com 4. MAXIMUM INLET/OUTLET PIPE DIAMETERS: 18 in. (450 mm) HYDRO INTERNATIONAL 5. THE TREATMENT SYSTEM SHALL USE AN INDUCED VORTEX TO SEPARATE POLLUTANTS FROM STORMWATER RUNOFF. PARTS LIST ITEM DESCRIPTION SIZE (in) 1 I.D. PRECAST MANHOLE 36 2 INTERNAL COMPONENTS GENERAL NOTES: (PRE-INSTALLED) WEIGHT MATERIAL 1.General Arrangement drawings only. Contact Hydro International for site specific drawings. 3 FRAME AND COVER (ROUND) 30 N/A 2.Inlet/outlet pipe angle can vary to align with drainage network refer to project Ian. 4 OUTLET PIPE (BY OTHERS) 12 REFERENCE NUMBER p�p g ry g g ( p J plan.) 3.Peak flow rate and minimum height limited by available cover and pipe diameter. 5 INLET PIPE (BY OTHERS) 12 DRAWING NO. ANY WARRANTY GIVEN BY HYDRO INTERNATIONAL WILL APPLY ONLY TO THOSE ITEMS SUPPLIED BY IT.ACCORDINGLY HYDRO INTERNATIONAL CANNOT ACCEPT ANY RESPONSIBILITY FOR ANY STRUCTURE,PLANT,OR EQUIPMENT,(OR THE PERFORMANCE THERE OF)DESIGNED,BUILT,MANUFACTURED,OR SUPPLIED BY ANY THIRD PARTY.HYDRO INTERNATIONAL HAVE A POLICY OF CONTINUOUS DEVELOPMENT AND RESERVE THE RIGHT TO AMEND THE SPECIFICATION.HYDRO INTERNATIONAL CANNOT ACCEPT LIABILITY FOR PERFORMANCE OF ITS EQUIPMENT,(OR ANY PART THEREOF),IF THE EQUIPMENT IS SUBJECT TO CONDITIONS OUTSIDE ANY DESIGN SPECIFICATION.HYDRO INTERNATIONAL OWNS THE COPYRIGHT OF THIS DRAWING,WHICH IS SUPPLIED IN CONFIDENCE.IT MUST NOT BE USED FOR ANY PURPOSE OTHER THAN THAT FOR WHICH IT IS SUPPLIED AND MUST NOT BE REPRODUCED,IN WHOLE OR IN PART,WITHOUT PRIOR PERMISSION IN WRITING FROM HYDRO SHEET SIZE: SHEET: 7RevINTERNATIONAL. B 1 OF nzeglen@edpllp.com 8/2/2022 FIRST . 0 HIGH CAPACITY DESIGN summARY Hydro iR, Internabonal PROJECT INFORMATION Reference W Q U#4 Site Ethier Designer Nick Zeglen Date 8/2/2022 4:16 PM DESIGN INPUTS Unit Size(ft) 3.00 DESIGN OUTPUTS Product 3-ft DIAMETER FIRST DEFENSE HIGH CAPACITY Unit Reference FD-3HC UNIT WEIGHTS AND DIMENSIONS O Unit Size(ft) 3.00 ©Inlet Pipe Size(in) 12 O Outlet Pipe Size(in) 12 O Unit Depth(ft) 323.70 Inlet Invert Height(ft) 3.71 .05 Outlet Invert Height(ft) 319.65 PERFORMANCE AND HYDRAULICS OB Max.Treatment Flow Rate(cfs) 1.06 Hydraulic Capacity Flow Rate(cfs) 5.31 CC O Typical Operating Headloss(in) Maximum Headloss(in) STO RAG E ©Oil Storage Capacity(gal) 125 OE Min.Sediment Storage Capacity(yd3) 0.4 OF ©Hydro International 2)22