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20190084 Regatta View Phase 3 Stormwater Narrative 3-14-18 Stormwater Management Narrative PROPOSED RESIDENTIAL COMMUNITY REGATTA VIEW — AREA B — PHASE 3 CITY PROJECT NO. PB# 16.018 Union Ave: NYS Route P City of Saratoga Springs Saratoga County, New York Applicant: Regatta View, LLC 1743 NYS Route 9 Clifton Park, NY 12065 October 2018 Revised March 2019 Prepared By: The Environmental Design Partnership, LLP 900 Route 146 Clifton Park, NY 12065 ENVIRONMENTAL DESIGN eC1D PARTNERSHIP,LLP. Shaping the physical environment 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 6 5.1 Stormwater Management Area #1—Underground Infiltration Chamber 6 5.2 Stormwater Management Area #2—Underground Infiltration Chambers 7 5.3 Stormwater Management Area #3—Shallow Grassy Depression 7 5.4 NYS Unified Stormwater Sizing Criteria 8 5.4.1 Water Quality(WQ,) 8 5.4.2 Runoff Reduction Volume(RRv) 9 5.4.3 Channel Protection (Cpv) 11 5.4.4 Overbank Flood(Qp) 12 5.4.5 Extreme Storm (Qf) 12 6.0 Pipe Sizing 13 7.0 Summary 14 Figures Figure 1 —Site Location Map Figure 2 — Pre-development Drainage Map Figure 3 — Post-development Drainage Map Attachments Attachment A—WQv Calculations Attachment B—Stormwater Modeling Calculations 2 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518)371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN eC1D PARTNERSHIP,LLP. Shaping the physical environment 1.0 Introduction Regatta View, LLC is proposing to develop a 6.79-acre parcel located on the northeast corner at the intersection of Route 9P and Regatta View Drive in the City of Saratoga Springs. The proposed project will consist of 12 residential duplex units (24 total units), associated driveways and a private road. The project will result in approximately 5.62+/- acres of disturbance and 2.21 acres of new impervious area. The 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 two underground infiltration systems providing a total storage volume on the order of 0.11 acre-feet, and porous pavement providing a total storage volume on the order of 0.24 acre-feet. This narrative presents a review of the design concepts and parameters of the stormwater management system for the proposed residential community. 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 consists of a vacant parcel with wooded and open grass/brushy areas. The topography of the land consists of drainage towards the roadside swale located along Route 9P which conveys runoff to an 18" storm culvert located at the intersection of Regatta View and discharges to a rip-rap swale which further conveys storm runoff south along Route 9P. The topography of the site consists of gradual slopes, ranging from 1% to 5%, with elevations ranging from 257 to 263 feet above sea level. The site is bounded by private property to the east, Regatta View Drive to the south, NYS Route 9P to the west and Dyer Switch Road to the north. 2.1 Soil and Groundwater Conditions The USDA Natural Resources Conservation Service Soil Survey identifies the primary soil group within the area of proposed development as Windsor Loamy Sand. The USDA Soil Survey identifies the Windsor series as deep excessively drained soils and classified as Hydrologic Soil Group (HSG) "A". Soil test pits were observed by the Environmental Design Partnership at the site in April 2016. Results from the test pits found the soils to be consistent with Windsor Loamy Sand. The typical soil profile consisted of light brown medium sand transitioning to grey medium-coarse 3 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518)371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN eC1D PARTNERSHIP,LLP. Shaping the physical environment sand at greater depths. Indications of soil dampness were encountered 6.5 to 7 feet below the surface. Infiltration tests were performed throughout the site in July, 2018 in accordance with the NYS DEC standards. The infiltration test results showed infiltration rates on site ranging from 24 to 180 inches per hour. A conservative infiltration rate of 10 inches per hour was used for all stormwater calculations. Additional test pits were performed by the Environmental Design Partnership at the site in September, 2018. Results from the test pits found the soils to be consistent with Windsor Loamy Sand and the previous test pits performed in April, 2016. The typical soil profile consisted of brown medium sand transitioning to grey medium-coarse sand at greater depths. Groundwater was encountered in two locations, one at 7.5 feet below the ground surface and another at 11 feet below the ground surface. The results from the test pits and infiltration tests are consistent with the NRCS soil survey records. 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. Two subcatchments were used to represent the existing drainage condition, see Figure 2. The total predevelopment stormwater discharge was modeled for several design storms. Stormwater model results are included in Appendix B. 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. 4 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518)371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN eCID PARTNERSHIP,LLP. Shaping the physical environment Table 1: Pre-Development Runoff Rates Design Point Discharge (cfs) Total Discharge offsite Storm Event (cfs) A 1-Year (2.15") 0.38 0.38 10-Year (3.90") 1.97 1.97 100-Year (6.25") 4.79 4.79 The existing site was modelled as two subcatchments (Figure 2) and the predevelopment stormwater discharge was evaluated for several design storms at the Design Point. Design Point A consists of the existing 18" storm culvert which receives stormwater runoff from the entire parcel, the southern side of Dyer Switch Road, the northern side of Regatta View Drive and the entire pavement portion of Route 9P adjacent to the site. The pre-development Curve Number (CN) for the existing impervious, wooded, brushy and grassy areas was established as 98, 30, 43 and 39, respectively. The total predevelopment curve number was established as 41. The HydroCAD model results for the pre-development conditions are included within Attachment B. 4.0 Stormwater Management Planning and Practice Selection The site layout and stormwater design for this project was completed while taking into consideration the potential impacts on the existing site and downstream hydrology. The 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 included reduction of clearing, tree planting, conservation of natural areas, grading and soil restoration. The existing parcel consists of 6.79 acres of land; the area of disturbance will encompass 5.62 acres, which includes the private roadway connections to Dyer Switch Road and Regatta View Drive. All offsite areas which impact onsite drainage and stormwater flows were also accounted for in the stormwater calculations. 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, 5 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518)371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN eC1D PARTNERSHIP,LLP. Shaping the physical environment 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 HydroCAD. Twelve (12) subcatchments were used to represent the post development drainage conditions of the site. Site improvements to the property will consist of constructing a private access road and 12 duplexes (24 units total). Stormwater management practices have been designed to provide storage, infiltration, and attenuation of stormwater runoff from the proposed impervious surfaces on the site. Stormwater runoff from the site will be managed with underground infiltration chambers and porous pavement. 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. The weighted CN for the post-development conditions for the site is approximately 61. The HydroCAD model results for the post-development conditions are included within Attachment B. 5.1 Stormwater Management Area#1 —Underground Infiltration Chamber Stormwater Management Area #1 (SMA) will provide treatment of stormwater runoff from the roadway and lawn areas (Subcatchments 1 & 2). The stormwater runoff will flow into a closed drainage system which will convey the stormwater runoff to the Stormwater Management Area, where it will attenuate and infiltrate. The contributing area to SMA#1 includes approximately 0.70 acres with approximately 0.30 acres of impervious area. SMA #1 has been designed as an underground infiltration system. Chapter 3 of the NYS Stormwater Design Manual (Manual) recognizes underground infiltration systems as standard infiltration practices when all the required elements, design guidelines, soil testing and maintenance requirements are followed. Infiltration practices can meet detention and channel protection requirements when the soil infiltration rate is greater than 5 inches per hour. Pretreatment will be provided within a water quality unit which has been sized to treat the stormwater runoff from the contributing area. The infiltration rate for the design modelling has 6 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518)371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN eC1D PARTNERSHIP,LLP. Shaping the physical environment been conservatively estimated at 10 inches/hour, which is well below the field measured infiltration rate. The stormwater management area should be able to fully drain in less than 24 hours. SMA #1 will be located in the north-western portion of the site. The SMA has been designed to fully attenuate and infiltrate the contributing stormwater runoff from the design storms without any overflows. 5.2 Stormwater Management Area#2—Underground Infiltration Chambers Stormwater Management Area #2 (SMA) will provide treatment of stormwater runoff from portions of the roadway and lawn areas (Subcatchments 3, 4, 6 & 7). The stormwater runoff will flow into a closed drainage system which will convey the stormwater runoff to the Stormwater Management Area, where it will attenuate and infiltrate. The contributing area to SMA#1 includes approximately 1.0 acres with approximately 0.36 acres of impervious area. SMA #1 has been designed as an underground infiltration system. Chapter 3 of the NYS Stormwater Design Manual (Manual) recognizes underground infiltration systems as standard infiltration practices when all the required elements, design guidelines, soil testing and maintenance requirements are followed. Infiltration practices can meet detention and channel protection requirements when the soil infiltration rate is greater than 5 inches per hour. Pretreatment will be provided within a water quality unit which has been sized to treat the stormwater runoff from the contributing area. The infiltration rate for the design modelling has been conservatively estimated at 10 inches/hour, which is well below the field measured infiltration rate. The stormwater management area should be able to fully drain in less than 24 hours. 5.3 Stormwater Management Area#3—Porous Pavement Stormwater Management Area #3 will provide treatment of stormwater runoff from the rooftops and driveways (Subcatchment 5, typical lot). The stormwater runoff from the rooftops will be directed to the porous pavement via roof gutter system (as designed by the Architect), where it will attenuate and infiltrate. The contributing area to SMA#3 includes approximately 1.55 acres with approximately 1.55 acres of impervious area. SMA #3 has been designed as porous pavement. Chapter 3 of the NYS Stormwater Design Manual recognizes porous pavement as a runoff reduction technique when all the required elements, design guidelines, soil testing and maintenance requirements are followed. 7 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518)371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN eC1D PARTNERSHIP,LLP. Shaping the physical environment Infiltration practices can meet detention and channel protection requirements when the soil infiltration rate is greater than 5 inches per hour. The infiltration rate for the design modelling has been conservatively estimated at 10 inches/hour, which is well below the field measured infiltration rate. The stormwater management area should be able to fully drain in less than 24 hours. 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 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 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 (WQ ) 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 system and shallow infiltration basins, that are acceptable for water quality treatment. These acceptable Stormwater Management Practices (SMPs) can capture and treat the full water quality volume (WQ ), are capable of 80% TSS removal and 40% TP removal, have acceptable longevity in the field, and have pretreatment mechanism. The water quality storage volume, WQv, is calculated as follows: P•Rv •A WQv = 12 Where: WQv = water quality volume (acre-feet) P = 90% rainfall event number Rv= 0.05+0.009(1), where ! is percent impervious cover A = site area (acres), impervious area used with I = 100% Table 2: Required Water Quality Volume 8 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518)371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN eC1D PARTNERSHIP,LLP. Shaping the physical environment Drainage P R A (SF) Required ed Q„(c R it W f) Area SMA#1 1.15 0.46 28,603 1,260 SMA#2 1.15 0.42 37,568 1,746 SMA#3 1.15 0.95 67,518 6,147 The proposed design for SMA #1 and SMA #2 incorporates the "treatment train" concept to provide pretreatment and increase service life of the underground infiltration system. The proposed treatment train includes the use of ADS Water Quality Units, the StormTech Isolator Row concept within the chamber layout, and an eccentric header / manifold system for distribution to the StormTech chambers. A summary of the design parameters and site-specific information for the proposed ADS Water Quality Unit (WQU) is presented in Table 3. The Water Quality Unit has been designed to provide treatment of paved surfaces for runoff associated with the 1-year storm event. Peak flows associated with events that exceed the 1-year storm will be conveyed through an integrated by-pass around the Water Quality Units. Table 3: Required Water Quality Volume Total ADS WQU Rated Flow WQV Storm SMA Impervious Green Area Unit Rate for Rate to ADS I.D. Area (SF) Area (SF) (SF) Model WQV CFS Unit (CFS) 1 28,603 13,010 15,593 3620WQA 1.50 0.15 2 37,568 15,506 22,062 3620WQA 1.50 0.06 The proposed StormTech chamber layout includes the use of an Isolator Row and eccentric headers or manifolds as additional mechanisms to increase the service life and facilitate maintenance of the subsurface stormwater management systems. 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 area on the site is approximately 6.57 acres with a total post-development impervious area on the order of 2.20 acres (33.31%). The resulting WQv for these site coverages is computed as 9,665 CF. Runoff reduction will be provided by a combination of standard SMP's with RRv capacity and green infrastructure. 5.4.2.1 Storm water Management Practices (SMP's) 9 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518)371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN eC1D PARTNERSHIP,LLP. Shaping the physical environment Underground Infiltration Chambers have been proposed to collect, treat and infiltrate the stormwater runoff from the proposed development. The stormwater infiltration chambers are considered standard SMP's with RRv capacity. These practices provide 100% Runoff Reduction of the contributing Water Quality volume. The area contributing to these SMPs consists of the roadway, sidewalk and lawn areas. 5.4.2.2 Green Infrastructure Practices The project proposes the use of porous pavement in order to provide runoff reduction. Runoff from the rooftops will sheet flow to porous driveways where it will attenuate and infiltrate. Additionally, tree planting, vegetated swales and conservation of natural areas will also be utilized for runoff reduction. The following Table provides a summary of the Runoff Reduction provided for the proposed development, based on each management practice and technique. The site Runoff Reduction Volume is equivalent to the computed Water Quality volume. Table 4: Runoff Reduction Volume Summary Runoff Reduction Technique RRv (cf) SMA#1 1,269 SMA#2 1,548 SMA#3 6,147 Veggie Swales 475 Conservation of Natural Areas 174 Tree Planting 53 Total Site Reduction 9,666 Required WQv 9,665 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. Table 5: Non-Feasible Green Infrastructure Practices 10 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518)371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN eCID PARTNERSHIP,LLP. Shaping the physical environment Green Infrastructure Reason use is not feasible Practice Sheetflow to Riparian No Riparian areas exist on the site in the site perimeter. Buffers or Filter Strips Stream Daylighting No existing piped streams are located on the site. Rain gardens are less favorable for developments as owners do not always Rain Gardens conduct proper maintenance;consequently,vegetation can die and lead to reduced performance. Green Roofs Infiltration areas are more financially feasible and require less maintenance than green roofs. Stormwater Planters Infiltration basins were deemed more economically feasible and effective as opposed to stormwater planters.Additionally,they require less maintenance. Rain Barrels/Cisterns Rain Barrels/Cisterns would require greater maintenance compared to the methods currently implemented for runoff reduction. 5.4.3 Channel Protection (Cpu) In accordance with the NYS Stormwater Management Design Manual, stream channel protection, designed to protect stream channels from erosion, is accomplished by providing 24-hour extended detention of the one-year, 24-hour storm event. The Cp„ requirement is typically satisfied by providing additional storage above the water quality (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 2.15 inches the required Cp„was calculated as presented in Table 6. Table 6: Channel Protection Volume Summary 1-Year Design Required Cp„ Cp„ (provided) Storm (in) (ft3) (ft3) SMA#1 2.15 376 4,240 SMA#2 2.15 126 5,432 SMA#3 2.15 0 7,290 11 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518)371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN eC1D PARTNERSHIP,LLP. Shaping the physical environment 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 3.90 inches, the stormwater management areas 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. Table 7: Overbank Flow Runoff Summary 10-year (3.75") runoff rate (cfs) Design Point Predevelopment Post-Development A 1.97 0.60 T (TOTAL) 1.97 0.60 5.4.5 Extreme Storm (Q) In accordance with the NYS Stormwater Management Design Manual, the stormwater management system must attenuate the post development 100-year, 24-hour peak discharge rate to the predevelopment rate while providing safe passage of this storm event. The 100-year storm event was analyzed using the HydroCAD stormwater modeling program (TR-20) under the post-development drainage conditions shown in Figure 3. Using a 100-year, 24-hour design storm of 6.25 inches, the stormwater management areas 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- 12 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518)371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN eC1D PARTNERSHIP,LLP. Shaping the physical environment development discharge rates for the offsite discharge. As indicated, the post-development discharge rate is less than the predevelopment rate as required. Table 8: Extreme Storm Runoff Summary 100-year (6.25") runoff rate (cfs) Design Point Predevelopment Post-Development A 4.79 3.12 T (TOTAL) 4.79 3.12 6.0 Pipe Sizing The proposed storm sewer collection system was analyzed using HydroCAD. The pipes were sized using Manning's equation to fully handle the 10-year storm event without any surcharging. The following table summarizes the pipe sizing for the project. While surcharging is anticipated for storm events greater than the 10-year design storm event, the site has been designed to ensure that the runoff is conveyed to the stormwater management areas. Table 9: Storm Sewer Pipe Sizing 13 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518)371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN eC1D PARTNERSHIP,LLP. Shaping the physical environment Catch Basin I.D. Pipe Pipe Capacity 10 Year Pipe Size I Upstream Downstream Slope (cfs) Flow o (cfs) CB#1 CB#2 12" 0.79% 3.61 0.74 CB#2 STM MH #1 12" 1.18% 3.77 1.09 STM MH #1 STM MH #2 12" 2.92% 6.95 0.99 CB#4 CB#3 12" 0.56% 3.04 0.20 CB#3 CB#5 15" 0.52% 5.14 0.64 CB#5 CB#6 15" 0.49% 5.14 0.64 CB#6 CB#7 15" 0.50% 5.20 1.02 CB#7 STM MH #3 15" 0.67% 5.30 1.12 STM MH #3 STM MH #4 15" 2.50% 12.90 1.17 7.0 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 infiltration chambers and porous pavement. 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 10. Table 10: Post Development Stormwater Peak Discharge Rates Peak Discharge Rates in cfs 1-Year 10-Year 100-Year Storm Storm Storm Pre-Development 0.38 1.97 4.79 Post-Development 0.00 0.60 3.12 Overall Reduction (cfs) 0.38 1.37 1.67 14 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518)371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN ept) PARTNERSHIP, LLP. Shaping the physical environment 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://websoilsurvey.sc.egov.usda.gov 16 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN ect) PARTNERSHIP, LLP. Shaping the physical environment Figures 1. Site Location map 2. Pre Development Drainage Map 3. Post Development Drainage Map 17 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com 13t h A-V a Sizi ra toga Race Co u r -.e �Jftio'j) 4 � V ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. 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Shaping the physical environment Attachment A Water Quality Calculation 19 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com o �IIIIIIII Water Quality Volume (WQv) Calculations Project: REGATTA VIEW ENVIRONMENTAL Date: 10/16/2018 DESIGN PARTNERSHIP, LLP 900 Route 146 Clifton Park, New York 12065 Phone:(518) 371-7621 FAX:(518) 371-9540 Total Site Area = 6.57 acres P = 1.15 in Total Watershed Area = 6.62 acres WQv = 91665 cf 1= 2.20 acres 0.222 acre -ft 33.31 Rv = 0.350 Total 288,304 96,034 9,665 15,160 *Existing impervious area from surrounding streets flows to roadside ditch, not onto site. This area is not included in the water quality volume calculations. Drainage R� Required WQv Provided WQv SMA area Area (SF) I (SF) I (%) CF CF 1 S 15,701 7,938 0.51 0.51 760 2120 SMA #1 2S 14,910 5,072 0.34 0.36 509 3S 12,815 5,449 0.43 0.43 532 1,311 SMA 4S 13,679 3,791 0.28 0.30 393 5S 67,518 67,518 100% 0.95 6,147 10,248 SMA 6S 7,253 3,938 0.54 0.54 375 1,311 SMA 7S 9,709 2,328 0.24 0.27 248 8S 45,343 0 0.00 0.05 218 170 VEGGIE SWALE 9S* 101,376 0 0.00 0.05 486 305 VEGGIE SWALE Drainage Area SF I SF I % Rv Required WQv Provided WQv SMA area � � � � CF CF 1 S 15,701 7,938 0.51 0.51 760 2,120 SMA #1 2S 14, 910 5, 072 0.34 0.36 509 3S 12,815 5,449 0.43 0.43 532 1,311 SMA #2 4S 13,679 3,791 0.28 0.30 393 5S 67, 518 67, 518 100% 0.95 6,147 10, 248 SMA #3 6S 7, 253 3, 938 0.54 0.54 375 1, 311 SMA #2 7S 9, 709 2, 328 0.24 0.27 248 8S 45, 343 0 0.00 0.05 218 170 VEGGIE SWALE 9S* 101, 376 0 0.00 0.05 486 305 VEGGIE Q:\SARATOGA\Saratoga Springs\Route 9P -Union Ave\515 Regatta View\06-Engineering\STORM\RRv- Calcs REGATTA.xIs 3/13/2019 SWALE Q:\SARATOGA\Saratoga Springs\Route 9P -Union Ave\515 Regatta View\06-Engineering\STORM\RRv- Calcs REGATTA.xIs 3/13/2019 o �IIIIIIIIIIII� �IIIIIIIIIIII� oD ENVIRONMENTAL DESIGN PARTNERSHIP, LLP 900 Route 146 Clifton Park, New York 12065 Phone:(518) 371-7621 FAX:(518) 371-9540 Total Project Site Area = 6.62 Impervious Area Onsite = 33.31 Rv = 33.310 0.350 Runoff Reduction Volume (RRv) Calculations Project: Date: 10/9/2018 REGATTA VIEW acres P = 1.15 in % Remaining WQv = 91665 cf Stormwater Management Practices I. D. WQv Provided (cf) % Reduction Max Reduction (cf) Reduction c I I FSMA 1 %WQv reduced = 100% (Contributing WQv) SMA #1 21120 100 11269 11269 #2 21622 100 11548 11548 SMA #3 101248 100 61147 61147 VEGGIE 475 101 475 475 SWALE Reduction from Standard SMPs = 9,439 cf Reduction from Green Infrastructure = 227 cf Total Overall RRv = 95666 cf %WQv reduced = 100% **SMA #1 and SMA #2 WQv is treated with the Water Quality Unit Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\RRv- Calcs REGATTA.xIs 3/13/2019 ENVIRONMENTAL DESIGN PARTNERSHIP, LLP 900 Route 146 Clifton Park, New York 12065 Phone:(518) 371-7621 FAX: (518) 371-9540 Total Project Site Area= Total Watershed Area = Impervious Area= Rv = Tree Planting 6.57 6.62 33.31 0.350 Runoff Reduction Volume (RRv) Calculations Project: acres acres Date: 10/9/2018 Green Infrastructure REGATTA VIEW P = 1.15 in WQv = 91665 cf Conservation of Natural Areas Area to Remain Undisturbed Area of Each Total Contributing New Impervious° Reduction Reduction No. of Trees Tree Canopy I% ( ) Rv I (/°) Rv WQv 5.79 2.20 (Ac) Area (Ac) Area (Ac) 1 174 (cf) 35 0.25 6.37 2.20 34.63% 0.36 9,617 53 Conservation of Natural Areas Area to Remain Undisturbed New Watershed Impervious Area Reduction (Ac) Area (Ac) (Ac) I% ( ) Rv WQv (cf) 0.83 5.79 2.20 38.09% 1 0.39 9491 1 174 Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\RRv-Calcs_RE(3A-B 3tg ENVIRONMENTAL DESIGN ect) PARTNERSHIP, LLP. Shaping the physical environment Attachment B Stormwater Modeling Calculations 20 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com CA 1 A *4P DESIGN POINT RE A TA VIEW U LVERT 1S Subcat Reach Pon Link Routing Diagram for PRE REGATTA VIEW Prepared by The Environmental Design Partnership, Printed 10/9/2018 �� HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06- PRE REGATTA VIEW Prepared by The Environmental Design Partnership Printed 10/9/2018 HydroCADOO 10.00-20 s/n 00476 OO 2017 HydroCAD Software Solutions LL Page 2 Area Listing (all nodes) Area CN Description (acres) (su bcatch ment-n umbers) 1.090 39 >75% Grass cover, Good, HSG A (1 S) 1.340 98 Paved parking & roofs (1 S) 6.500 30 Woods, Good, HSG A (Al) 0.210 43 Woods/grass comb., Fair, HSG A (Al) 9.140 41 TOTAL AREA Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06- PRE REGATTA VIEW Prepared by The Environmental Design Partnership Printed 10/9/2018 HydroCADOO 10.00-20 s/n 00476 OO 2017 HydroCAD Software Solutions LL Page 4 Ground Covers (all nodes) HSG -A HSG -B HSG -C HSG -D Other Total Ground (acres) (acres) (acres) (acres) (acres) (acres) Cover 1.090 0.000 0.000 0.000 0.000 1.090 >75% Grass cover, Good 0.000 0.000 0.000 0.000 1.340 1.340 Paved parkin g & roofs 6.500 0.000 0.000 0.000 0.000 6.500 Wood S) Good 0.210 0.000 0.000 0.000 0.000 0.210 Wood s/gras s comb. Fair 7.800 0.000 0.000 0.000 1.340 9.140 TOTA L AREA Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06- PRE REGATTA VIEW Prepared by The Environmental Design Partnership Printed 10/9/2018 HvdroCADOO 10.00-20 s/n 00476 OO 2017 HvdroCAD Software Solutions LL Paae 5 Pipe Listing (all nodes) Line# Node In -Invert Out -Invert Length Slope Number (feet) (feet) (feet) (ft/ft) n Diam/Width (inches) 1 4P 256.80 256.15 80.0 0.0081 0.011 18.0 Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06- PRE REGATTA VIEW Type// 24 -hr lyr Rainfall=2-15" Prepared by The Environmental Design Partnership Printed 10/9/2018 HydroCADOO 10.00-20 s/n 00476 OO 2017 HydroCAD Software Solutions LL Page 6 Time span=0.00-100.00 hrs, dt=0.04 hrs, 2501 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment Runoff Area=2.430 ac 55.14% Impervious Runoff Depth=0.36" Flow Length=1,300' Tc=48.7 min CN=72 Runoff=0.38 cfs 0.072 of SubcatchmentAl: Runoff Area=6.710 ac 0.00% Impervious Runoff Depth=0.00" Flow Length=870' Tc=64.7 min CN=30 Runoff=0.00 cfs 0.000 of Pond 4P: REGATTAVIEW Peak EIev=257.07' lnflow=0.38 cfs 0.072 of 18.0" Round Culvert n=0.01 1 L=80.0' S=0.0081 '/' Outflow=0.38 cfs 0.072 of Link A: DESIGN POINT lnflow=0.38 cfs 0.072 of Primary=0.38 cfs 0.072 of 'otal Runoff Area = 9.140 ac Runoff Volume = 0.072 of Average Runoff Depth = 0.' 85.34% Pervious = 7.800 ac 14.66% Impervious = 1.340 ac Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06- PRE REGATTA VIEW Type// 24 -hr lyr Rainfall=2-15" Prepared by The Environmental Design Partnership Printed 10/9/2018 HydroCADOO 10.00-20 s/n 00476 OO 2017 HydroCAD Software Solutions LL Page 7 Summary for Subcatchment 1S: - Runoff = 0.38 cfs @ 12.59 hrs, Volume= 0.072 af, Depth= 0.36" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt Type II 24 -hr lyr Rainfall=2.15" Area (ac) CN Description 1.340 98 Paved parking & roofs 1.090 39 >75% Grass cover, Good, HSG A 2.430 72 Weighted Average 1.090 44.86% Pervious Area 1.340 55.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 100 0.0100 0.11 Sheet Flow, Grass: Short n= 0. 150 P2= 2.50" 34.1 1,200 0.0070 0.59 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 48.7 1,300 Total Summary for Subcatchment Al: - Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt Type II 24 -hr lyr Rainfall=2.15" Area (ac) CN Description 6.500 30 Woods, Good, HSG A 0.210 43 Woods/grass comb., Fair, HSG A 6.710 30 Weighted Average 6.710 100.00% Pervious Area Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06- PRE REGATTA VIEW Type// 24 -hr lyr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 10/9/2018 HydroCADOO 10.00-20 s/n 00476 OO 2017 HydroCAD Software Solutions LL Page 8 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.1 100 0.0100 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 28.8 610 0.0050 0.35 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.8 160 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 64.7 870 Total Summary for Pond 4P: REGATTA VIEW CULVERT Inflow Area = Inflow = Outflow = Primary = 9.140 ac, 14.66% Impervious, Inflow Depth = 0.10" for lyr even 0.38 cfs @ 12.59 hrs, Volume= 0.072 of 0.38 cfs @ 12.59 hrs, Volume= 0.072 af, Atten= 0%, Lag= 0.38 cfs @ 12.59 hrs, Volume= 0.072 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.04 hrs Peak Elev= 257.07'@ 12.59 hrs Device Routing Invert Outlet Devices #1 Primary 256.80' 78.0" Round Culvert L= 80.0' CPP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 256.80'/ 256.15' S= 0.0081 'P Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.77 sf Primary OutFlow Max=0.38 cfs @ 12.59 hrs HW=257.07' TW=0.00' (Dynamic Tailwa t1=Culvert (Inlet Controls 0.38 cfs @ 1.77 fps) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06- PRE REGATTA VIEW Type// 24 -hr lyr Rainfall=2-15" Prepared by The Environmental Design Partnership Printed 10/9/2018 HydroCADOO 10.00-20 s/n 00476 OO 2017 HydroCAD Software Solutions LL Page 9 Inflow Area = Inflow = Primary = Summary for Link A: DESIGN POINT 9.140 ac, 14.66% Impervious, Inflow Depth = 0.10" for lyr even 0.38 cfs @ 12.59 hrs, Volume= 0.072 of 0.38 cfs @ 12.59 hrs, Volume= 0.072 af, Atten= 0%, Lag= Primary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.04 hrs Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06- PRE REGATTA VIEW Type 11 24 -hr I Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 10/9/2018 HydroCADOO 10.00-20 s/n 00476 OO 2017 HydroCAD Software Solutions L Page 10 Time span=0.00-100.00 hrs, dt=0.04 hrs, 2501 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment Runoff Area=2.430 ac 55.14% Impervious Runoff Depth=1.39" Flow Length=1,300' Tc=48.7 min CN=72 Runoff=1.97 cfs 0.282 of SubcatchmentAl: Runoff Area=6.710 ac 0.00% Impervious Runoff Depth=0.00" Flow Length=870' Tc=64.7 min CN=30 Runoff=0.00 cfs 0.000 of Pond 4P: REGATTAVIEW Peak EIev=257.44' lnflow=1.97 cfs 0.282 of 18.0" Round Culvert n=0.01 1 L=80.0' S=0.0081 '/' Outflow=1.97 cfs 0.282 of Link A: DESIGN POINT lnflow=1.97 cfs 0.282 of Primary=1.97 cfs 0.282 of 'otal Runoff Area = 9.140 ac Runoff Volume = 0.282 of Average Runoff Depth = 0."% 85.34% Pervious = 7.800 ac 14.66% Impervious = 1.340 ac Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06- PRE REGATTA VIEW Type 11 24 -hr 10yr Rainfall=3-90" Prepared by The Environmental Design Partnership Printed 10/9/2018 HydroCADOO 10.00-20 s/n 00476 OO 2017 HydroCAD Software Solutions L Page 11 Summary for Subcatchment 1S: - Runoff = 1.97 cfs @ 12.51 hrs, Volume= 0.282 af, Depth= 1.39" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt Type II 24 -hr 10yr Rainfall=3.90" Area (ac) CN Description 1.340 98 Paved parking & roofs 1.090 39 >75% Grass cover, Good, HSG A 2.430 72 Weighted Average 1.090 44.86% Pervious Area 1.340 55.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 100 0.0100 0.11 Sheet Flow, Grass: Short n= 0. 150 P2= 2.50" 34.1 1,200 0.0070 0.59 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 48.7 1,300 Total Summary for Subcatchment Al: - Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt Type II 24 -hr 10yr Rainfall=3.90" Area (ac) CN Description 6.500 30 Woods, Good, HSG A 0.210 43 Woods/grass comb., Fair, HSG A 6.710 30 Weighted Average 6.710 100.00% Pervious Area Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06- PRE REGATTA VIEW Type 11 24 -hr I Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 10/9/2018 HydroCADOO 10.00-20 s/n 00476 OO 2017 HydroCAD Software Solutions L Page 12 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.1 100 0.0100 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 28.8 610 0.0050 0.35 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.8 160 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 64.7 870 Total Summary for Pond 4P: REGATTA VIEW CULVERT Inflow Area = Inflow = Outflow = Primary = 9.140 ac, 14.66% Impervious, Inflow Depth= 0.37" for 10yr eve 1.97 cfs @ 12.51 hrs, Volume= 0.282 of 1.97 cfs @ 12.51 hrs, Volume= 0.282 af, Atten= 0%, Lag= 1.97 cfs @ 12.51 hrs, Volume= 0.282 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.04 hrs Peak Elev= 257.44'@ 12.51 hrs Device Routing Invert Outlet Devices #1 Primary 256.80' 78.0" Round Culvert L= 80.0' CPP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 256.80'/ 256.15' S= 0.0081 'P Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.77 sf Primary OutFlow Max=1.97 cfs @ 12.51 hrs HW=257.44' TW=0.00' (Dynamic Tailwa t1=Culvert (Inlet Controls 1.97 cfs @ 2.73 fps) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06- PRE REGATTA VIEW Type 11 24 -hr I Oyr Rainfall=3-90" Prepared by The Environmental Design Partnership Printed 10/9/2018 HydroCADOO 10.00-20 s/n 00476 OO 2017 HydroCAD Software Solutions L Page 13 Inflow Area = Inflow = Primary = Summary for Link A: DESIGN POINT 9.140 ac, 14.66% Impervious, Inflow Depth= 0.37" for 10yr eve 1.97 cfs @ 12.51 hrs, Volume= 0.282 of 1.97 cfs @ 12.51 hrs, Volume= 0.282 af, Atten= 0%, Lag= Primary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.04 hrs Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06- PRE REGATTA VIEW Type 11 24 -hr I 00yr Rainfall= 6.25 It Prepared by The Environmental Design Partnership Printed 10/9/2018 HydroCADOO 10.00-20 s/n 00476 OO 2017 HydroCAD Software Solutions L Page 14 Time span=0.00-100.00 hrs, dt=0.04 hrs, 2501 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment Runoff Area=2.430 ac 55.14% Impervious Runoff Depth=3.20" Flow Length=1,300' Tc=48.7 min CN=72 Runoff=4.79 cfs 0.648 of SubcatchmentAl: Runoff Area=6.710 ac 0.00% Impervious Runoff Depth=0.10" Flow Length=870' Tc=64.7 min CN=30 Runoff=0.07 cfs 0.056 of Pond 4P: REGATTAVIEW Peak EIev=257.89' lnflow=4.79 cfs 0.704 of 18.0" Round Culvert n=0.01 1 L=80.0' S=0.0081 '/' Outflow=4.79 cfs 0.704 of Link A: DESIGN POINT lnflow=4.79 cfs 0.704 of Primary=4.79 cfs 0.704 of 'otal Runoff Area = 9.140 ac Runoff Volume = 0.704 of Average Runoff Depth = 0.(. 85.34% Pervious = 7.800 ac 14.66% Impervious = 1.340 ac Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06- PRE REGATTA VIEW Type 11 24 -hr 100yr Rainfall= 6.25 It Prepared by The Environmental Design Partnership Printed 10/9/2018 HydroCADOO 10.00-20 s/n 00476 OO 2017 HydroCAD Software Solutions L Page 15 Summary for Subcatchment 1S: - Runoff = 4.79 cfs @ 12.49 hrs, Volume= 0.648 af, Depth= 3.20" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt Type II 24 -hr 100yr Rainfall=6.25" Area (ac) CN Description 1.340 98 Paved parking & roofs 1.090 39 >75% Grass cover, Good, HSG A 2.430 72 Weighted Average 1.090 44.86% Pervious Area 1.340 55.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 100 0.0100 0.11 Sheet Flow, Grass: Short n= 0. 150 P2= 2.50" 34.1 1,200 0.0070 0.59 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 48.7 1,300 Total Summary for Subcatchment Al: - Runoff = 0.07 cfs @ 16.18 hrs, Volume= 0.056 af, Depth= 0. 10" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt Type II 24 -hr 100yr Rainfall=6.25" Area (ac) CN Description 6.500 30 Woods, Good, HSG A 0.210 43 Woods/grass comb., Fair, HSG A 6.710 30 Weighted Average 6.710 100.00% Pervious Area Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06- PRE REGATTA VIEW Type 11 24 -hr I 00yr Rainfall= 6.25 It Prepared by The Environmental Design Partnership Printed 10/9/2018 HydroCADOO 10.00-20 s/n 00476 OO 2017 HydroCAD Software Solutions L Page 16 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.1 100 0.0100 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 28.8 610 0.0050 0.35 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.8 160 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 64.7 870 Total Summary for Pond 4P: REGATTA VIEW CULVERT Inflow Area = Inflow = Outflow = Primary = 9.140 ac, 14.66% Impervious, Inflow Depth= 0.92" for 1 00y ev 4.79 cfs @ 12.49 hrs, Volume= 0.704 of 4.79 cfs @ 12.49 hrs, Volume= 0.704 af, Atten= 0%, Lag= 4.79 cfs @ 12.49 hrs, Volume= 0.704 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.04 hrs Peak Elev= 257.89'@ 12.49 hrs Device Routing Invert Outlet Devices #1 Primary 256.80' 78.0" Round Culvert L= 80.0' CPP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 256.80'/ 256.15' S= 0.0081 'P Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.77 sf Primary OutFlow Max=4.79 cfs @ 12.49 hrs HW=257.88' TW=0.00' (Dynamic Tailwa t1=Culvert (Barrel Controls 4.79 cfs @ 4.89 fps) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06- PRE REGATTA VIEW Type 11 24 -hr I 00yr Rainfall= 6.25 It Prepared by The Environmental Design Partnership Printed 10/9/2018 HydroCADOO 10.00-20 s/n 00476 OO 2017 HydroCAD Software Solutions L Page 17 Inflow Area = Inflow = Primary = Summary for Link A: DESIGN POINT 9.140 ac, 14.66% Impervious, Inflow Depth= 0.92" for 1 00y ev 4.79 cfs @ 12.49 hrs, Volume= 0.704 of 4.79 cfs @ 12.49 hrs, Volume= 0.704 af, Atten= 0%, Lag= Primary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.04 hrs 5S Rooftop 5S -P Driveway 12P 5S1 -P C5S Drive ay Rooftop 15P Porous Driveway (SMA #3) Porous Driveway (SMA #3) 1S 2S CB #1 Ac6 #2 CB S1 TM MH #1 I Q1 I I I WATER QUALITY U T -17#1 c6 S2 STM MH #2 NF1 SMA #1 1P Low Spot in Road Subcat Reachon Link On -Site Depression On -Site Depression REGATTA VIEW DESIGN POINT CULVERT 4S 3S - #4 c6 #3 CB #5 7S SLD CVR CB c6 #6 #7 CB3 6S), S3 - STM MH #4 c6 Q2 S4 WATER QUALITY UNIT STM MH #4 #2 NF2 SMA #2 4 Low Spot in Road Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCAD® 10.00-20 s/n 00476 @2017 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (su bcatch ment-n umbers) 4.421 39 >75% Grass cover, Good, HSG A (1S, 2S, 3S, 4S, 6S, 7S, 8S, 9S) 1.951 98 Paved parking, HSG A (2S, 3S, 4S, 5S, 5S -P, 5S1, 5S1 -P, 6S, 7S, 9S) 0.182 98 Unconnected pavement, HSG A (1 S) 1.083 30 Woods, Good, HSG A (8S, 9S) 7.638 54 TOTAL AREA Q:\SARATOGA\Saratoga Springs\Route 9P -Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 @2017 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG -A HSG -B HSG -C HSG -D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 4.421 0.000 0.000 0.000 0.000 4.421 >75% Grass cover, Good 1S, 2S, 3S, 4S, 6S, 7S, 8S, 9S 1.951 0.000 0.000 0.000 0.000 1.951 Paved parking 2S, 3S, 4S, 5S, 5S -P, 551, 5S 1-P 16S, 7S, 9S 0.182 0.000 0.000 0.000 0.000 0.182 Unconnected pavement 1S 1.083 0.000 0.000 0.000 0.000 1.083 Woods, Good 8S, 9S 7.638 0.000 0.000 0.000 0.000 7.638 TOTAL AREA Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Prepared by The Environmental Design Partnership Printed 3/13/2019 HvdroCAD® 10.00-20 s/n 00476 @2017 HvdroCAD Software Solutions LLC Paae 5 Pipe Listing (all nodes) Line# Node Number In -Invert (feet) Out -Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside -Fill (inches) 1 #1 258.00 257.85 19.0 0.0079 0.012 12.0 0.0 0.0 2 #2 257.85 257.00 71.0 0.0120 0.012 12.0 0.0 0.0 3 #3 258.05 257.25 153.0 0.0052 0.012 15.0 0.0 0.0 4 #4 258.40 258.30 18.0 0.0056 0.012 12.0 0.0 0.0 5 #5 257.25 256.90 71.0 0.0049 0.012 15.0 0.0 0.0 6 #6 256.90 256.80 20.0 0.0050 0.012 15.0 0.0 0.0 7 #7 256.80 256.70 15.0 0.0067 0.012 15.0 0.0 0.0 8 4P 257.00 256.80 5.0 0.0400 0.012 18.0 0.0 0.0 9 EXT 256.80 256.15 80.0 0.0081 0.011 18.0 0.0 0.0 10 S1 257.00 256.95 7.5 0.0067 0.012 10.0 0.0 0.0 11 S1 257.50 256.90 23.0 0.0261 0.012 12.0 0.0 0.0 12 S2 255.00 255.00 6.0 0.0000 0.012 24.0 0.0 0.0 13 S3 256.70 256.65 7.5 0.0067 0.012 10.0 0.0 0.0 14 S3 257.20 256.60 26.0 0.0231 0.012 12.0 0.0 0.0 15 S4 256.00 256.00 3.0 0.0000 0.012 24.0 0.0 0.0 16 WQ1 256.95 256.90 3.0 0.0167 0.012 12.0 0.0 0.0 17 WQ2 256.65 256.60 7.5 0.0067 0.012 15.0 0.0 0.0 Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 6 Time span =0.00-200.00 hrs, dt=0.05 hrs, 4001 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchmentl S: - Runoff Area=15.701 sf 50.56% Impervious Runoff Depth=0.27" Tc=6.0 min CN=69 Runoff=0.13 cfs 0.008 of Subcatchment2S: - Runoff Area=14.910 sf 34.02% Impervious Runoff Depth=0.07" Tc=6.0 min CN=59 Runoff=0.00 cfs 0.002 of Subcatchment3S: - Runoff Area=12.815 sf 42.52% Impervious Runoff Depth=0.16" Tc=6.0 min CN=64 Runoff=0.03 cfs 0.004 of Subcatchment4S: - Runoff Area=13.679 sf 27.71% Impervious Runoff Depth=0.03" Tc=6.0 min CN=55 Runoff=0.00 cfs 0.001 of Subcatchment5S: Rooftop Runoff Area=1,900 sf 100.00% Impervious Runoff Depth=1.92" Flow Length=20' Slope=0.0100 '/' Tc=6.0 min CN=98 Runoff=0.13 cfs 0.007 of Subcatchment5S-P: Driveway Runoff Area=880 sf 100.00% Impervious Runoff Depth=1.92" Tc=347.0 min CN=98 Runoff=0.01 cfs 0.003 of Subcatchment5S1: Rooftop Runoff Area=2,230 sf 100.00% Impervious Runoff Depth=1.92" Flow Length=20' Slope=0.0100 '/' Tc=6.0 min CN=98 Runoff=0.15 cfs 0.008 of Subcatchment5S1-P: Driveway Runoff Area=450 sf 100.00% Impervious Runoff Depth=1.92" Tc=347.0 min CN=98 Runoff=0.00 cfs 0.002 of Subcatchment6S: - Runoff Area=7,253 sf 54.29% Impervious Runoff Depth=0.33" Tc=6.0 min CN=71 Runoff=0.08 cfs 0.005 of Subcatchment7S: - Runoff Area=9709 sf 23.98% Impervious Runoff Depth=0.02" Tc=6.0 min CN=53 Runoff=0.00 cfs 0.000 of Subcatchment8S: - Runoff Area=45.343 sf 0.00% Impervious Runoff Depth=0.00" Tc=6.0 min CN=38 Runoff=0.00 cfs 0.000 of Subcatchment9S: - Runoff Area=207.825 sf 28.37% Impervious Runoff Depth=0.02" Flow Length=1,357' Tc=50.4 min CN=54 Runoff=0.01 cfs 0.009 of Pond #1: - Peak Elev=258.19' Inflow=0.13 cfs 0.008 of 12.0" Round Culvert n=0.012 L=19.0' S=0.0079'/' Outflow=0.13 cfs 0.008 of Pond #2: - Peak Elev=258.02' Inflow=0.13 cfs 0.010 of 12.0" Round Culvert n=0.012 L=71.0' S=0.0120'/' Outflow=0.13 cfs 0.010 of Pond #3: - Peak Elev=258.15' Inflow=0.03 cfs 0.005 of 15.0" Round Culvert n=0.012 L=153.0' S=0.0052'/' Outflow=0.03 cfs 0.005 of Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 7 Pond #4: - Peak Elev=258.42' Inflow=0.00 cfs 0.001 of 12.0" Round Culvert n=0.012 L=18.0' S=0.0056'/' Outflow=0.00 cfs 0.001 of Pond #5: SLD CVR Peak Elev=257.35' Inflow=0.03 cfs 0.005 of 15.0" Round Culvert n=0.012 L=71.0' S=0.0049'/' Outflow=0.03 cfs 0.005 of Pond #6: - Peak EIev=257.08' Inflow=0.11 cfs 0.009 of 15.0" Round Culvert n=0.012 L=20.0' S=0.0050 '/' Outflow=0.11 cfs 0.009 of Pond #7: - Peak Elev=256.97' Inflow=0.11 cfs 0.010 of 15.0" Round Culvert n=0.012 L=15.0' S=0.0067'/' Outflow=0.11 cfs 0.010 of Pond 1 P: Low Spot in Road Peak Elev=261.37' Storage=0 cf Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Pond 2P: On -Site Depression Peak EIev=261.00' Storage=0 cf Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Pond 4P: On -Site Depression Peak EIev=257.02' Storage=1 cf Inflow=0.01 cfs 0.009 of Discarded=0.01 cfs 0.007 of Primary=0.00 cfs 0.001 of Outflow=0.01 cfs 0.009 of Pond 5P: Low Spot in Road Peak EIev=260.05' Storage=0 cf Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Pond 12P: Porous Driveway (SMA #3) Peak EIev=260.51' Storage=3 cf Inflow=0.13 cfs 0.010 of Outflow=0.13 cfs 0.010 of Pond 15P: Porous Driveway (SMA #3) Peak EIev=260.60' Storage=18 cf Inflow=0.15 cfs 0.010 of Outflow=0.10 cfs 0.010 of Pond EXT: REGATTAVIEW CULVERT Peak Elev=256.82' Inflow=0.00 cfs 0.001 of 18.0" Round Culvert n=0.011 L=80.0' S=0.0081 '/' Outflow=0.00 cfs 0.001 of Pond INF1: SMA#1 Peak EIev=254.30' Storage=14 cf Inflow=0.13 cfs 0.010 of Discarded=0.11 cfs 0.010 of Primary=0.00 cfs 0.000 of Outflow=0.11 cfs 0.010 of Pond INF2: SMA#2 Peak EIev=255.50' Storage=1 cf Inflow=0.02 cfs 0.007 of Discarded=0.02 cfs 0.007 of Primary=0.00 cfs 0.000 of Outflow=0.02 cfs 0.007 of Pond S1: STM MH #1 Peak Elev=257.22' Inflow=0.13 cfs 0.010 of Primary=0.13 cfs 0.010 of Secondary=0.00 cfs 0.000 of Outflow=0.13 cfs 0.010 of Pond S2: STM MH #2 Peak EIev=255.20' Inflow=0.13 cfs 0.010 of 24.0" Round Culvert n=0.012 L=6.0' S=0.0000'/' Outflow=0.13 cfs 0.010 of Pond S3: STM MH #4 Peak EIev=256.90' Inflow=0.11 cfs 0.010 of Primary=0.11 cfs 0.010 of Secondary=0.00 cfs 0.000 of Outflow=0.11 cfs 0.010 of Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 8 Pond S4: STM MH #4 Peak Elev=256.08' Inflow=0.02 cfs 0.007 of 24.0" Round Culvert n=0.012 L=3.0' S=0.0000'/' Outflow=0.02 cfs 0.007 of Pond WQ1: WATERQUALITYUNIT #1 Peak Elev=257.15' Storage=10 cf Inflow=0.13 cfs 0.010 of 12.0" Round Culvert n=0.012 L=3.0' S=0.0167'/' Outflow=0.13 cfs 0.010 of Pond WQ2: WATERQUALITYUNIT #2 Peak Elev=256.72' Storage=102 cf Inflow=0.11 cfs 0.010 of 15.0" Round Culvert n=0.012 L=7.5' S=0.0067'/' Outflow=0.02 cfs 0.007 of Link A: DESIGN POINT Inflow=0.00 cfs 0.001 of Primary=0.00 cfs 0.001 of Total Runoff Area = 7.638 ac Runoff Volume = 0.049 of Average Runoff Depth = 0.08" 72.06% Pervious = 5.504 ac 27.94% Impervious = 2.134 ac Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 1S: - Runoff = 0.13 cfs @ 12.00 hrs, Volume= 0.008 af, Depth= 0.27" 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 yr Rainfall=2.15" Area (sfl CN Description 71938 98 Unconnected pavement, HSG A 71763 39 >75% Grass cover, Good, HSG A 151701 69 Weighted Average 71763 49.44% Pervious Area 71938 50.56% Impervious Area 71938 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, SHEET Summary for Subcatchment 2S: - Runoff = 0.00 cfs @ 12.42 hrs, Volume= 0.002 af, Depth= 0.07" 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 yr Rainfall=2.15" Area (sfl CN Description 51072 98 Paved parking, HSG A 91838 39 >75% Grass cover, Good, HSG A 141910 59 Weighted Average 91838 65.98% Pervious Area 51072 34.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Summary for Subcatchment 3S: - Runoff = 0.03 cfs @ 12.02 hrs, Volume= 0.004 af, Depth= 0.16" 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 yr Rainfall=2.15" Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 10 Area (sfl CN Description 51449 98 Paved parking, HSG A 71366 39 >75% Grass cover, Good, HSG A 121815 64 Weighted Average 71366 57.48% Pervious Area 51449 42.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Summary for Subcatchment 4S: - Runoff = 0.00 cfs @ 17.40 hrs, Volume= 0.001 af, Depth= 0.03" 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 yr Rainfall=2.15" Area (sfl CN Description 31791 98 Paved parking, HSG A 91888 39 >75% Grass cover, Good, HSG A 131679 55 Weighted Average 91888 72.29% Pervious Area 31791 27.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, DIRECT Summary for Subcatchment 5S: Rooftop Runoff = 0.13 cfs @ 11.96 hrs, Volume= 0.007 af, Depth= 1.92" 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 1 yr Rainfall=2.15" Area (sf CN Description 11900 98 Paved parking, HSG A 11900 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 20 0.0100 0.67 Sheet Flow, SHEET Smooth surfaces n= 0.011 P2= 2.50" 0.5 20 Total, Increased to minimum Tc = 6.0 min Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 5S -P: Driveway Runoff = 0.01 cfs @ 16.22 hrs, Volume= 0.003 af, Depth= 1.92" 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 1 yr Rainfall=2.15" Area (sf CN Description 880 98 Paved parking, HSG A 880 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 347.0 Direct Entry, Porous Pavement Summary for Subcatchment 5S1: Rooftop Runoff = 0.15 cfs @ 11.96 hrs, Volume= 0.008 af, Depth= 1.92" 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 1 yr Rainfall=2.15" Area (sf CN Description 21230 98 Paved parking, HSG A 21230 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 20 0.0100 0.67 Sheet Flow, SHEET Smooth surfaces n= 0.011 P2= 2.50" 0.5 Runoff = 20 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 5S1 -P: Driveway 0.00 cfs @ 16.22 hrs, Volume= 0.002 af, Depth= 1.92" 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 1 yr Rainfall=2.15" Area (sf CN Description 450 98 Paved parking, HSG A 450 100.00% Impervious Area Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 12 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 347.0 Direct Entry, Porous Pavement Summary for Subcatchment 6S: - Runoff = 0.08 cfs @ 12.00 hrs, Volume= 0.005 af, Depth= 0.33" 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 yr Rainfall=2.15" Area (sfl CN Description 31938 98 Paved parking, HSG A 31315 39 >75% Grass cover, Good, HSG A 71253 71 Weighted Average 31315 45.71 % Pervious Area 31938 54.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, DIRECT Summary for Subcatchment 7S: - Runoff = 0.00 cfs @ 23.95 hrs, Volume= 0.000 af, Depth= 0.02" 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 yr Rainfall=2.15" Area (sfl CN Description 21328 98 Paved parking, HSG A 71381 39 >75% Grass cover, Good, HSG A 91709 53 Weighted Average 71381 76.02% Pervious Area 21328 23.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Summary for Subcatchment 8S: - 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 11 24 -hr 1 yr Rainfall=2.15" Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 13 Area (sf) CN Description 381197 39 >75% Grass cover, Good, HSG A 71146 30 Woods, Good, HSG A 451343 38 Weighted Average 451343 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, DIRECT Summary for Subcatchment 9S: - Runoff = 0.01 cfs @ 18.65 hrs, Volume= 0.009 af, Depth= 0.02" 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 yr Rainfall=2.15" Area (sf) CN Description 581969 98 Paved parking, HSG A 1081836 39 >75% Grass cover, Good, HSG A 401020 30 Woods, Good, HSG A 2071825 54 Weighted Average 1481856 71.63% Pervious Area 581969 28.37% Impervious Area 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" 35.8 11257 0.0070 0.59 Shallow Concentrated Flow, Shallow Short Grass Pasture Kv= 7.0 fqs 50.4 1, 357 Tota Summary for Pond #1: - Inflow Area = 0.360 ac, 50.56% Impervious, Inflow Depth = 0.27" for 1 yr event Inflow = 0.13 cfs @ 12.00 hrs, Volume= 0.008 of Outflow = 0.13 cfs @ 12.00 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Primary = 0.13 cfs @ 12.00 hrs, Volume= 0.008 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 258.19'@ 12.00 hrs Device Routing Invert Outlet Devices #1 Primary 258.00' 12.0" Round CMP—Round 12" L= 19.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 258.00'/ 257.85' S= 0.00797' Cc= 0.900 Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 14 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.13 cfs @ 12.00 hrs HW=258.19' (Free Discharge) L1=CMP_Round 12" (Barrel Controls 0.13 cfs @ 1.89 fps) Inflow Area = 0.703 ac, Inflow = 0.13 cfs @ Outflow = 0.13 cfs @ Primary = 0.13 cfs @ Summary for Pond #2: - 42.50% Impervious, Inflow Depth = 0.18" 12.00 hrs, Volume= 0.010 of 12.00 hrs, Vol u me= 0.010 af, 12.00 hrs, Volume= 0.010 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 258.02'@ 12.00 hrs for 1 yr event Atten= 0%, Lag= 0.0 min Device Routing Invert Outlet Devices #1 Primary 257.85' 12.0" Round CMP -Round 12" L= 71.0' CMP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 257.85'/257.00' S=0.0120'/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.13 cfs @ 12.00 hrs HW=258.02' (Free Discharge) L1=CMP_Round 12" (Inlet Controls 0.13 cfs @ 1.42 fps) Inflow Area = 0.608 ac, Inflow = 0.03 cfs @ Outflow = 0.03 cfs @ Primary = 0.03 cfs @ Summary for Pond #3: - 34.88% Impervious, Inflow Depth = 0.09" 12.02 hrs, Vol u me= 0.005 of 12.02 hrs, Vol u me= 0.005 af, 12.02 hrs, Vol u me= 0.005 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 258.15'@ 12.02 hrs for 1 yr event Atten= 0%, Lag= 0.0 min Device Routing Invert Outlet Devices #1 Primary 258.05' 15.0" Round CMP -Round 15" L= 153.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 258.05'/ 257.25' S= 0.00527' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=0.03 cfs @ 12.02 hrs HW=258.14' (Free Discharge) L1=CMP_Round 15" (Barrel Controls 0.03 cfs @ 1.15 fps) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 15 Summary for Pond #4: - Inflow Area = 0.314 ac, 27.71 % Impervious, Inflow Depth= 0.03" for 1 yr event Inflow = 0.00 cfs @ 17.40 hrs, Volume= 0.001 of Outflow = 0.00 cfs @ 17.40 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 17.40 hrs, Volume= 0.001 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 258.42'@ 17.40 hrs Device Routing Invert Outlet Devices #1 Primary 258.40' 12.0" Round CMP -Round 12" L= 18.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 258.40'/ 258.30' S= 0.00567' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 17.40 hrs HW=258.42' (Free Discharge) L1=CMP_Round 12" (Barrel Controls 0.00 cfs @ 0.42 fps) Inflow Area = 0.608 ac, Inflow = 0.03 cfs @ Outflow = 0.03 cfs @ Primary = 0.03 cfs @ Summary for Pond #5: SLD CVR 34.88% Impervious, Inflow Depth = 0.09" 12.02 hrs, Vol u me= 0.005 of 12.02 hrs, Vol u me= 0.005 af, 12.02 hrs, Vol u me= 0.005 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.35'@ 12.02 hrs for 1 yr event Atten= 0%, Lag= 0.0 min Device Routing Invert Outlet Devices #1 Primary 257.25' 15.0" Round CMP -Round 15" L= 71.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 257.25'/ 256.90' S= 0.00497' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=0.03 cfs @ 12.02 hrs HW=257.35' (Free Discharge) L1=CMP_Round 15" (Barrel Controls 0.03 cfs @ 1.11 fps) Inflow Area = 0.775 ac, Inflow = 0.11 cfs @ Outflow = 0.11 cfs @ Primary = 0.11 cfs @ Summary for Pond #6: - 39.05% Impervious, Inflow Depth= 0.14" 12.01 hrs, Vol u me= 0.009 of 12.01 hrs, Vol u me= 0.009 af, 12.01 hrs, Vol u me= 0.009 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs for 1 yr event Atten= 0%, Lag= 0.0 min Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 16 Peak Elev= 257.08'@ 12.01 hrs Device Routing Invert Outlet Devices #1 Primary 256.90' 15.0" Round CMP -Round 15" L= 20.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 256.90'/ 256.80' S= 0.00507' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=0.11 cfs @ 12.01 hrs HW=257.08' (Free Discharge) L1=CMP_Round 15" (Barrel Controls 0.11 cfs @ 1.56 fps) Summary for Pond #7: - Inflow Area = 0.998 ac, 35.68% Impervious, Inflow Depth = 0.11" for 1 yr event Inflow = 0.11 cfs @ 12.01 hrs, Volume= 0.010 of Outflow = 0.11 cfs @ 12.01 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.0 min Primary = 0.11 cfs @ 12.01 hrs, Volume= 0.010 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 256.97'@ 12.01 hrs Device Routing Invert Outlet Devices #1 Primary 256.80' 15.0" Round CMP -Round 15" L= 15.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 256.80'/ 256.70' S= 0.00677' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=0.11 cfs @ 12.01 hrs HW=256.97' (Free Discharge) L1=CMP_Round 15" (Barrel Controls 0.11 cfs @ 1.66 fps) Summary for Pond 1P: Low Spot in Road Inflow Area = 0.703 ac, 42.50% Impervious, Inflow Depth = 0.00" for 1 yr 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 Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 261.37' @ 0.00 hrs Surf.Area= 48 sf Storage= 0 cf Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 261.37' 2,553 cf Custom Stage Data (irregularyisted below (Recalc) x 2 Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 17 Elevation (feet) Surf.Area (sq -ft) Perim. (feet) Inc.Store (cubic -feet) Cum.Store (cubic -feet) Wet.Area (sq -ft) 261.37 24 28.0 0 0 24 261.87 21070 269.0 386 386 51720 262.00 41219 425.0 401 787 141336 262.10 51607 436.0 490 11276 151091 Summary for Pond 2P: On -Site Depression Inflow Area = 1.041 ac, 0.00% Impervious, Inflow Depth = 0.00" for 1 yr 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 Discarded = 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= 261.00'@ 0.00 hrs Surf.Area= 3,656 sf Storage= 0 cf Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description 0.009 of #1 261.00' 7,678 cf Custom Stage Data (irregularyisted below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 261.00 31656 615.0 0 0 31656 262.00 121592 742.0 71678 71678 171387 Device Routing Invert Outlet Devices #1 Discarded 261.00' 10.000 in/hr Exfiltration over Surface area Phase -In= 0.01' Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=261.00' (Free Discharge) L1=Exfiltration (Controls 0.00 cfs) Summary for Pond 4P: On -Site Depression Inflow Area = 4.771 ac, 28.37% Impervious, Inflow Depth = 0.02" for 1 yr event Inflow = 0.01 cfs @ 18.65 hrs, Volume= 0.009 of Outflow = 0.01 cfs @ 18.72 hrs, Volume= 0.009 af, Atten= 0%, Lag= 3.9 min Discarded = 0.01 cfs @ 18.72 hrs, Volume= 0.007 of Primary = 0.00 cfs @ 18.72 hrs, Volume= 0.001 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.02' @ 18.72 hrs Surf.Area= 42 sf Storage= 1 cf Plug -Flow detention time= 1.0 min calculated for 0.009 of (100% of inflow) Center -of -Mass det. time= 1.0 min (1,191.4 - 11190.4 ) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 18 Volume Invert Avail.Storage Storage Description #1 257.00' 12,000 cf Custom Stage Data (irregularyisted below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 257.00 30 24.4 0 0 30 258.00 21869 446.0 11064 11064 151814 259.00 211994 11198.0 101936 121000 1141198 Device Routing Invert Outlet Devices #1 Discarded 257.00' 10.000 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 257.00' 18.0" Round CMP _Round 18" L= 5.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 257.00'/ 256.80' S= 0.04007' Cc= 0.900 n= 0.012, Flow Area= 1.77 sf Discarded OutFlow Max=0.01 cfs @ 18.72 hrs HW=257.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 18.72 hrs HW=257.02' (Free Discharge) L2=CMP_Round 18" (Inlet Controls 0.00 cfs @ 0.38 fps) Summary for Pond 5P: Low Spot in Road Inflow Area = 0.998 ac, 35.68% Impervious, Inflow Depth = 0.00" for 1 yr 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 Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 260.05' @ 0.00 hrs Surf.Area= 25 sf Storage= 0 cf Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 260.05' 4,204 cf Custom Stage Data (irregularyisted below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 260.05 25 28.0 0 0 25 260.20 219 83.0 16 16 511 260.70 51768 417.0 11185 11201 131801 261.00 141971 586.0 31003 41204 271291 Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 19 Summary for Pond 12P: Porous Driveway (SMA #3) Inflow Area = 0.064 ac,100.00% Impervious, Inflow Depth = 1.92" for 1 yr event Inflow = 0.13 cfs @ 11.96 hrs, Volume= 0.010 of Outflow = 0.13 cfs @ 11.97 hrs, Volume= 0.01Oaf, Atten= 1 %, Lag= 0.6 min Discarded = 0.13 cfs @ 11.97 hrs, Volume= 0.010 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 260.51' @ 11.97 hrs Surf.Area= 880 sf Storage= 3 cf Plug -Flow detention time= 0.4 min calculated for 0.010 of (100% of inflow) Center -of -Mass det. time= 0.4 min ( 863.1 - 862.7 ) Volume Invert Avail.Storage Storage Description #1 260.50' 528 cf Custom Stage Data (irregularyisted below (Recalc) 1,320 cf Overall x 40.0% Voids Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 260.50 880 156.0 0 0 880 262.00 880 156.0 11320 11320 11114 Device Routing Invert Outlet Devices #1 Discarded 260.50' 10.000 in/hr Exfiltration over Surface area Phase -In= 0.01' Discarded OutFlow Max=0.18 cfs @ 11.97 hrs HW=260.51' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.18 cfs) Summary for Pond 15P: Porous Driveway (SMA #3) Inflow Area = 0.062 ac,100.00% Impervious, Inflow Depth = 1.92" for 1 yr event Inflow = 0.15 cfs @ 11.96 hrs, Volume= 0.010 of Outflow = 0.10 cfs @ 11.90 hrs, Volume= 0.010 af, Atten= 30%, Lag= 0.0 min Discarded = 0.10 cfs @ 11.90 hrs, Volume= 0.010 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 260.60'@ 12.03 hrs Surf.Area= 450 sf Storage= 18 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 0.7 min (816.1 - 815.4 ) Volume Invert Avail.Storage Storage Description #1 260.50' 270 cf Custom Stage Data (irregularyisted below (Recalc) 675 cf Overall x 40.0% Voids Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 21 Volume Invert Avail.Storage Storage Description #1A 254.25' 961 cf 15.58'W x 41.55'L x 5.50'H Field A 3,561 cf Overall - 1,159 cf Embedded = 2,402 cf x 40.0% Voids #2A 255.00' 1,159 cf ADS _StormTech MC -3500 d +Capx 10 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 2 Rows of 5 Chambers Cap Storage= +14.9 cf x 2 x 2 rows = 59.6 cf 2,120 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 254.25' 10.000 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 261.37' 3.0' long x 3.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.15 cfs @ 12.05 hrs HW=254.30' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.15 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=254.25' (Free Discharge) L2= Broad -Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond INF2: SMA #2 Inflow Area = 0.998 ac, 35.68% Impervious, Inflow Depth = 0.09" for 1 yr event Inflow = 0.02 cfs @ 12.57 hrs, Volume= 0.007 of Outflow = 0.02 cfs @ 12.62 hrs, Volume= 0.007 af, Atten= 3%, Lag= 2.5 min Discarded = 0.02 cfs @ 12.62 hrs, Volume= 0.007 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= 255.50' @ 12.62 hrs Surf.Area= 1,242 sf Storage= 1 cf Plug -Flow detention time= 1.4 min calculated for 0.007 of (100% of inflow) Center -of -Mass det. time= 1.3 min (1,033.7 - 11032.4 ) Volume Invert Avail.Storage Storage Description #1A 255.50' 1,151 cf 20.50'W x 60.58'L x 3.50'H Field A 4,346 cf Overall - 1,470 cf Embedded = 2,876 cf x 40.0% Voids #2A 256.00' 1,470 cf ADS _StormTech SC -740 +Capx 32 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12' L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 4 Rows of 8 Chambers 2,621 cf Total Available Storage Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 22 Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 255.50' 10.000 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 260.05' 3.0' long x 3.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.08 cfs @ 12.62 hrs HW=255.50' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.08 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=255.50' (Free Discharge) L2= Broad -Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond S1: STM MH #1 Inflow Area = 0.703 ac, 42.50% Impervious, Inflow Depth = 0.18" for 1 yr event Inflow = 0.13 cfs @ 12.00 hrs, Volume= 0.010 of Outflow = 0.13 cfs @ 12.00 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.0 min Primary = 0.13 cfs @ 12.00 hrs, Volume= 0.010 of Secondary = 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= 257.22'@ 12.00 hrs Device Routing Invert Outlet Devices #1 Primary 257.00' 10.0" Round Culvert L= 7.5' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 257.00'/ 256.95' S= 0.00677' Cc= 0.900 n= 0.012, Flow Area= 0.55 sf #2 Secondary 257.50' 12.0" Round CMP --Round 12" L= 23.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 257.50'/ 256.90' S= 0.0261 T Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.13 cfs @ 12.00 hrs HW=257.21' (Free Discharge) Ll =Culvert (Barrel Controls 0.13 cfs @ 1.74 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=257.00' (Free Discharge) L2=CMP_Round 12" (Controls 0.00 cfs) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 23 Inflow Area = 0.703 ac, Inflow = 0.13 cfs @ Outflow = 0.13 cfs @ Primary = 0.13 cfs @ Summary for Pond S2: STM MH #2 42.50% Impervious, Inflow Depth = 0.18" 12.01 hrs, Volume= 0.010 of 12.01 hrs, Volume= 0.010 af, 12.01 hrs, Volume= 0.010 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 255.20'@ 12.01 hrs for 1 yr event Atten= 0%, Lag= 0.0 min Device Routing Invert Outlet Devices #1 Primary 255.00' 24.0" Round CMP -Round 24" L= 6.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 255.00'/ 255.00' S= 0.00007' Cc= 0.900 n= 0.012, Flow Area= 3.14 sf Primary OutFlow Max=0.12 cfs @ 12.01 hrs HW=255.19' (Free Discharge) L1=CMP_Round 24" (Barrel Controls 0.12 cfs @ 1.21 fps) Inflow Area = 0.998 ac, Inflow = 0.11 cfs @ Outflow = 0.11 cfs @ Primary = 0.11 cfs @ Secondary = 0.00 cfs @ Summary for Pond S3: STM MH #4 35.68% Impervious, Inflow Depth = 0.11" 12.01 hrs, Volume= 0.010 of 12.01 hrs, Volume= 0.010 af, 12.01 hrs, Volume= 0.010 of 0.00 hrs, Vol u me= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 256.90'@ 12.01 hrs for 1 yr event Atten= 0%, Lag= 0.0 min Device Routing Invert Outlet Devices #1 Primary 256.70' 10.0" Round Culvert L= 7.5' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 256.70'/ 256.65' S= 0.00677' Cc= 0.900 n= 0.012, Flow Area= 0.55 sf #2 Secondary 257.20' 12.0" Round CMP --Round 12" L= 26.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 257.20'/ 256.60' S= 0.0231 T Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.11 cfs @ 12.01 hrs HW=256.90' (Free Discharge) Ll =Culvert (Barrel Controls 0.11 cfs @ 1.67 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=256.70' (Free Discharge) L2=CMP_Round 12" (Controls 0.00 cfs) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 24 Summary for Pond S4: STM MH #4 Inflow Area = 0.998 ac, 35.68% Impervious, Inflow Depth = 0.09" for 1 yr event Inflow = 0.02 cfs @ 12.57 hrs, Volume= 0.007 of Outflow = 0.02 cfs @ 12.57 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min Primary = 0.02 cfs @ 12.57 hrs, Volume= 0.007 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 256.08'@ 12.55 hrs Device Routing Invert Outlet Devices #1 Primary 256.00' 24.0" Round CMP -Round 24" L= 3.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 256.00'/ 256.00' S= 0.00007' Cc= 0.900 n= 0.012, Flow Area= 3.14 sf Primary OutFlow Max=0.02 cfs @ 12.57 hrs HW=256.08' (Free Discharge) L1=CMP_Round 24" (Barrel Controls 0.02 cfs @ 0.67 fps) Summary for Pond WQ1: WATER QUALITY UNIT #1 Inflow Area = 0.703 ac, 42.50% Impervious, Inflow Depth = 0.18" for 1 yr event Inflow = 0.13 cfs @ 12.00 hrs, Volume= 0.010 of Outflow = 0.13 cfs @ 12.01 hrs, Volume= 0.01Oaf, Atten= 1 %, Lag= 0.6 min Primary = 0.13 cfs @ 12.01 hrs, Volume= 0.010 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.15' @ 12.01 hrs Surf.Area= 40 sf Storage= 10 cf Plug -Flow detention time= 7.6 min calculated for 0.010 of (99% of inflow) Center -of -Mass det. time= 4.1 min ( 946.4 - 942.3 ) Volume Invert Avail.Storage Storage Description #1 256.78' 141 cf 36.0" Round Pipe Storage L= 20.0' Device Routing Invert Outlet Devices #1 Primary 256.95' 12.0" Round CMP _Round 12" L= 3.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 256.95'/256.90' S=0.0167'/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.12 cfs @ 12.01 hrs HW=257.15' (Free Discharge) L1=CMP_Round 12" (Barrel Controls 0.12 cfs @ 1.70 fps) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 25 Summary for Pond WQ2: WATER QUALITY UNIT #2 Inflow Area = 0.998 ac, 35.68% Impervious, Inflow Depth = 0.11" for 1 yr event Inflow = 0.11 cfs @ 12.01 hrs, Volume= 0.010 of Outflow = 0.02 cfs @ 12.57 hrs, Volume= 0.007 af, Atten= 83%, Lag= 34.1 min Primary = 0.02 cfs @ 12.57 hrs, Volume= 0.007 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 256.72'@ 12.55 hrs Surf.Area= 56 sf Storage= 102 cf Plug -Flow detention time= 180.9 min calculated for 0.007 of (76% of inflow) Center -of -Mass det. time= 77.2 min ( 1,032.4 - 955.2 ) Volume Invert Avail.Storage Storage Description #1 254.68' 141 cf 36.0" Round CMP -Round 36" L= 20.0' Device Routing Invert Outlet Devices #1 Primary 256.65' 15.0" Round CMP _Round 15" L= 7.5' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 256.65'/ 256.60' S= 0.00677' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=0.02 cfs @ 12.57 hrs HW=256.72' (Free Discharge) L1=CMP_Round 15" (Barrel Controls 0.02 cfs @ 0.97 fps) Summary for Link A: DESIGN POINT Inflow Area = 4.771 ac, 28.37% Impervious, Inflow Depth = 0.00" for 1 yr event Inflow = 0.00 cfs @ 18.72 hrs, Volume= 0.001 of Primary = 0.00 cfs @ 18.72 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 26 Time span =0.00-200.00 hrs, dt=0.05 hrs, 4001 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchmentl S: - Runoff Area=15.701 sf 50.56% Impervious Runoff Depth=1.20" Tc=6.0 min CN=69 Runoff=0.74 cfs 0.036 of Subcatchment2S: - Runoff Area=14.910 sf 34.02% Impervious Runoff Depth=0.67" Tc=6.0 min CN=59 Runoff=0.35 cfs 0.019 of Subcatchment3S: - Runoff Area=12.815 sf 42.52% Impervious Runoff Depth=0.92" Tc=6.0 min CN=64 Runoff=0.45 cfs 0.022 of Subcatchment4S: - Runoff Area=13.679 sf 27.71% Impervious Runoff Depth=0.49" Tc=6.0 min CN=55 Runoff=0.20 cfs 0.013 of Subcatchment5S: Rooftop Runoff Area=1,900 sf 100.00% Impervious Runoff Depth=3.67" Flow Length=20' Slope=0.0100 '/' Tc=6.0 min CN=98 Runoff=0.23 cfs 0.013 of Subcatchment5S-P: Driveway Runoff Area=880 sf 100.00% Impervious Runoff Depth=3.67" Tc=347.0 min CN=98 Runoff=0.01 cfs 0.006 of Subcatchment5S1: Rooftop Runoff Area=2,230 sf 100.00% Impervious Runoff Depth=3.67" Flow Length=20' Slope=0.0100 '/' Tc=6.0 min CN=98 Runoff=0.28 cfs 0.016 of Subcatchment5S1-P: Driveway Runoff Area=450 sf 100.00% Impervious Runoff Depth=3.67" Tc=347.0 min CN=98 Runoff=0.01 cfs 0.003 of Subcatchment6S: - Runoff Area=7,253 sf 54.29% Impervious Runoff Depth=1.33" Tc=6.0 min CN=71 Runoff=0.38 cfs 0.018 of Subcatchment7S: - Runoff Area=9709 sf 23.98% Impervious Runoff Depth=0.41" Tc=6.0 min CN=53 Runoff=0.11 cfs 0.008 of Subcatchment8S: - Runoff Area=45.343 sf 0.00% Impervious Runoff Depth=0.02" Tc=6.0 min CN=38 Runoff=0.00 cfs 0.002 of Subcatchment9S: - Runoff Area=207.825 sf 28.37% Impervious Runoff Depth=0.45" Flow Length=1,357' Tc=50.4 min CN=54 Runoff=0.74 cfs 0.179 of Pond #1: - Peak Elev=258.49' Inflow=0.74 cfs 0.036 of 12.0" Round Culvert n=0.012 L=19.0' S=0.0079'/' Outflow=0.74 cfs 0.036 of Pond #2: - Peak Elev=258.39' Inflow=1.09 cfs 0.055 of 12.0" Round Culvert n=0.012 L=71.0' S=0.0120'/' Outflow=1.09 cfs 0.055 of Pond #3: - Peak Elev=258.46' Inflow=0.64 cfs 0.035 of 15.0" Round Culvert n=0.012 L=153.0' S=0.0052'/' Outflow=0.64 cfs 0.035 of Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 27 Pond #4: - Peak Elev=258.65' Inflow=0.20 cfs 0.013 of 12.0" Round Culvert n=0.012 L=18.0' S=0.0056'/' Outflow=0.20 cfs 0.013 of Pond #5: SLD CVR Peak Elev=257.69' Inflow=0.64 cfs 0.035 of 15.0" Round Culvert n=0.012 L=71.0' S=0.0049'/' Outflow=0.64 cfs 0.035 of Pond #6: - Peak Elev=257.47' Inflow=1.02 cfs 0.054 of 15.0" Round Culvert n=0.012 L=20.0' S=0.0050'/' Outflow=1.02 cfs 0.054 of Pond #7: - Peak Elev=257.39' Inflow=1.12 cfs 0.061 of 15.0" Round Culvert n=0.012 L=15.0' S=0.0067'/' Outflow=1.12 cfs 0.061 of Pond 1 P: Low Spot in Road Peak Elev=261.37' Storage=0 cf Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Pond 2P: On -Site Depression Peak EIev=261.00' Storage=0 cf Inflow=0.00 cfs 0.002 of Outflow=0.00 cfs 0.002 of Pond 4P: On -Site Depression Peak Elev=257.39' Storage=95 cf Inflow=0.74 cfs 0.179 of Discarded=0.13 cfs 0.046 of Primary=0.60 cfs 0.133 of Outflow=0.73 cfs 0.179 of Pond 5P: Low Spot in Road Peak EIev=260.05' Storage=0 cf Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Pond 12P: Porous Driveway (SMA #3) Peak EIev=260.53' Storage=12 cf Inflow=0.24 cfs 0.019 of Outflow=0.20 cfs 0.019 of Pond 15P: Porous Driveway (SMA #3) Peak EIev=261.08' Storage=104 cf Inflow=0.28 cfs 0.019 of Outflow=0.10 cfs 0.019 of Pond EXT: REGATTAVIEW CULVERT Peak Elev=257.14' Inflow=0.60 cfs 0.133 of 18.0" Round Culvert n=0.011 L=80.0' S=0.0081 '/' Outflow=0.60 cfs 0.133 of Pond INF1: SMA#1 Peak Elev=255.86' Storage=640 cf Inflow=1.08 cfs 0.055 of Discarded=0.15 cfs 0.055 of Primary=0.00 cfs 0.000 of Outflow=0.15 cfs 0.055 of Pond INF2: SMA#2 Peak EIev=256.20' Storage=448 cf Inflow=1.17 cfs 0.059 of Discarded=0.29 cfs 0.059 of Primary=0.00 cfs 0.000 of Outflow=0.29 cfs 0.059 of Pond S1: STM MH #1 Peak Elev=257.67' Inflow=1.09 cfs 0.055 of Primary=0.99 cfs 0.054 of Secondary=0.10 cfs 0.001 of Outflow=1.09 cfs 0.055 of Pond S2: STM MH #2 Peak Elev=255.55' Inflow=1.08 cfs 0.055 of 24.0" Round Culvert n=0.012 L=6.0' S=0.0000'/' Outflow=1.08 cfs 0.055 of Pond S3: STM MH #4 Peak Elev=257.38' Inflow=1.12 cfs 0.061 of Primary=1.01 cfs 0.061 of Secondary=0.11 cfs 0.001 of Outflow=1.12 cfs 0.061 of Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 28 Pond S4: STM MH #4 Peak EIev=256.60' Inflow=1.17 cfs 0.059 of 24.0" Round Culvert n=0.012 L=3.0' S=0.0000'/' Outflow=1.17 cfs 0.059 of Pond WQ1: WATERQUALITYUNIT #1 Peak EIev=257.60' Storage=31 cf Inflow=0.99 cfs 0.054 of 12.0" Round Culvert n=0.012 L=3.0' S=0.0167'/' Outflow=0.99 cfs 0.054 of Pond WQ2: WATERQUALITYUNIT #2 Peak Elev=257.27' Storage=130 cf Inflow=1.01 cfs 0.061 of 15.0" Round Culvert n=0.012 L=7.5' S=0.0067'/' Outflow=1.06 cfs 0.058 of Link A: DESIGN POINT Inflow=0.60 cfs 0.133 of Primary=0.60 cfs 0.133 of Total Runoff Area = 7.638 ac Runoff Volume = 0.336 of Average Runoff Depth = 0.53" 72.06% Pervious = 5.504 ac 27.94% Impervious = 2.134 ac Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment 1S: - Runoff = 0.74 cfs @ 11.98 hrs, Volume= 0.036 af, Depth= 1.20" 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 10yr Rainfall=3.90" Area (sfl CN Description 71938 98 Unconnected pavement, HSG A 71763 39 >75% Grass cover, Good, HSG A 151701 69 Weighted Average 71763 49.44% Pervious Area 71938 50.56% Impervious Area 71938 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, SHEET Summary for Subcatchment 2S: - Runoff = 0.35 cfs @ 11.99 hrs, Volume= 0.019 af, Depth= 0.67" 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 10yr Rainfall=3.90" Area (sfl CN Description 51072 98 Paved parking, HSG A 91838 39 >75% Grass cover, Good, HSG A 141910 59 Weighted Average 91838 65.98% Pervious Area 51072 34.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Summary for Subcatchment 3S: - Runoff = 0.45 cfs @ 11.99 hrs, Volume= 0.022 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 11 24 -hr 10yr Rainfall=3.90" Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 30 Area (sfl CN Description 51449 98 Paved parking, HSG A 71366 39 >75% Grass cover, Good, HSG A 121815 64 Weighted Average 71366 57.48% Pervious Area 51449 42.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Summary for Subcatchment 4S: - Runoff = 0.20 cfs @ 12.00 hrs, Volume= 0.013 af, Depth= 0.49" 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 10yr Rainfall=3.90" Area (sfl CN Description 31791 98 Paved parking, HSG A 91888 39 >75% Grass cover, Good, HSG A 131679 55 Weighted Average 91888 72.29% Pervious Area 31791 27.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, DIRECT Summary for Subcatchment 5S: Rooftop Runoff = 0.23 cfs @ 11.96 hrs, Volume= 0.013 af, Depth= 3.67" 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 10yr Rainfall=3.90" Area (sf CN Description 11900 98 Paved parking, HSG A 11900 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 20 0.0100 0.67 Sheet Flow, SHEET Smooth surfaces n= 0.011 P2= 2.50" 0.5 20 Total, Increased to minimum Tc = 6.0 min Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment 5S -P: Driveway Runoff = 0.01 cfs @ 16.22 hrs, Volume= 0.006 af, Depth= 3.67" 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 10yr Rainfall=3.90" Area (sf CN Description 880 98 Paved parking, HSG A 880 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 347.0 Direct Entry, Porous Pavement Summary for Subcatchment 5S1: Rooftop Runoff = 0.28 cfs @ 11.96 hrs, Volume= 0.016 af, Depth= 3.67" 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 10yr Rainfall=3.90" Area (sf CN Description 21230 98 Paved parking, HSG A 21230 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 20 0.0100 0.67 Sheet Flow, SHEET Smooth surfaces n= 0.011 P2= 2.50" 0.5 Runoff = 20 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 5S1 -P: Driveway 0.01 cfs @ 16.22 hrs, Volume= 0.003 af, Depth= 3.67" 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 10yr Rainfall=3.90" Area (sf CN Description 450 98 Paved parking, HSG A 450 100.00% Impervious Area Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 32 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 347.0 Direct Entry, Porous Pavement Summary for Subcatchment 6S: - Runoff = 0.38 cfs @ 11.98 hrs, Volume= 0.018 af, Depth= 1.33" 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 10yr Rainfall=3.90" Area (sfl CN Description 31938 98 Paved parking, HSG A 31315 39 >75% Grass cover, Good, HSG A 71253 71 Weighted Average 31315 45.71 % Pervious Area 31938 54.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, DIRECT Summary for Subcatchment 7S: - Runoff = 0.11 cfs @ 12.01 hrs, Volume= 0.008 af, Depth= 0.41" 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 10yr Rainfall=3.90" Area (sfl CN Description 21328 98 Paved parking, HSG A 71381 39 >75% Grass cover, Good, HSG A 91709 53 Weighted Average 71381 76.02% Pervious Area 21328 23.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Summary for Subcatchment 8S: - Runoff = 0.00 cfs @ 23.95 hrs, Volume= 0.002 af, Depth= 0.02" 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 10yr Rainfall=3.90" Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 33 Area (sf) CN Description 381197 39 >75% Grass cover, Good, HSG A 71146 30 Woods, Good, HSG A 451343 38 Weighted Average 451343 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, DIRECT Summary for Subcatchment 9S: - Runoff = 0.74 cfs @ 12.67 hrs, Volume= 0.179 af, Depth= 0.45" 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 10yr Rainfall=3.90" Area (sf) CN Description 581969 98 Paved parking, HSG A 1081836 39 >75% Grass cover, Good, HSG A 401020 30 Woods, Good, HSG A 2071825 54 Weighted Average 1481856 71.63% Pervious Area 581969 28.37% Impervious Area 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" 35.8 11257 0.0070 0.59 Shallow Concentrated Flow, Shallow Short Grass Pasture Kv= 7.0 fqs 50.4 1, 357 Tota Summary for Pond #1: - Inflow Area = 0.360 ac, 50.56% Impervious, Inflow Depth= 1.20" for 10yr event Inflow = 0.74 cfs @ 11.98 hrs, Volume= 0.036 of Outflow = 0.74 cfs @ 11.98 hrs, Volume= 0.036 af, Atten= 0%, Lag= 0.0 min Primary = 0.74 cfs @ 11.98 hrs, Volume= 0.036 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 258.49'@ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 258.00' 12.0" Round CMP—Round 12" L= 19.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 258.00'/ 257.85' S= 0.00797' Cc= 0.900 Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 34 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.71 cfs @ 11.98 hrs HW=258.48' (Free Discharge) L1=CMP_Round 12" (Barrel Controls 0.71 cfs @ 2.81 fps) Inflow Area = 0.703 ac, Inflow = 1.09 cfs @ Outflow = 1.09 cfs @ Primary = 1.09 cfs @ Summary for Pond #2: - 42.50% Impervious, Inflow Depth = 0.94" 11.99 hrs, Vol u me= 0.055 of 11.99 hrs, Vol u me= 0.055 af, 11.99 hrs, Vol u me= 0.055 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 258.39'@ 11.98 hrs for 10yr event Atten= 0%, Lag= 0.0 min Device Routing Invert Outlet Devices #1 Primary 257.85' 12.0" Round CMP -Round 12" L= 71.0' CMP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 257.85'/257.00' S=0.0120'/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=1.04 cfs @ 11.99 hrs HW=258.38' (Free Discharge) L1=CMP_Round 12" (Inlet Controls 1.04 cfs @ 2.47 fps) Inflow Area = 0.608 ac, Inflow = 0.64 cfs @ Outflow = 0.64 cfs @ Primary = 0.64 cfs @ Summary for Pond #3: - 34.88% Impervious, Inflow Depth= 0.70" 11.99 hrs, Vol u me= 0.035 of 11.99 hrs, Vol u me= 0.035 af, 11.99 hrs, Vol u me= 0.035 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 258.46'@ 11.99 hrs for 10yr event Atten= 0%, Lag= 0.0 min Device Routing Invert Outlet Devices #1 Primary 258.05' 15.0" Round CMP -Round 15" L= 153.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 258.05'/ 257.25' S= 0.00527' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=0.62 cfs @ 11.99 hrs HW=258.45' (Free Discharge) L1=CMP_Round 15" (Barrel Controls 0.62 cfs @ 2.71 fps) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 35 Inflow Area = 0.314 ac, Inflow = 0.20 cfs @ Outflow = 0.20 cfs @ Primary = 0.20 cfs @ Summary for Pond #4: - 27.71% Impervious, Inflow Depth = 0.49" 12.00 hrs, Volume= 0.013 of 12.00 hrs, Vol u me= 0.013 af, 12.00 hrs, Volume= 0.013 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 258.65'@ 12.00 hrs for 10yr event Atten= 0%, Lag= 0.0 min Device Routing Invert Outlet Devices #1 Primary 258.40' 12.0" Round CMP -Round 12" L= 18.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 258.40'/ 258.30' S= 0.00567' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.20 cfs @ 12.00 hrs HW=258.65' (Free Discharge) L1=CMP_Round 12" (Barrel Controls 0.20 cfs @ 1.92 fps) Inflow Area = 0.608 ac, Inflow = 0.64 cfs @ Outflow = 0.64 cfs @ Primary = 0.64 cfs @ Summary for Pond #5: SLD CVR 34.88% Impervious, Inflow Depth= 0.70" 11.99 hrs, Vol u me= 0.035 of 11.99 hrs, Vol u me= 0.035 af, 11.99 hrs, Vol u me= 0.035 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.69'@ 11.99 hrs for 10yr event Atten= 0%, Lag= 0.0 min Device Routing Invert Outlet Devices #1 Primary 257.25' 15.0" Round CMP -Round 15" L= 71.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 257.25'/ 256.90' S= 0.00497' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=0.62 cfs @ 11.99 hrs HW=257.68' (Free Discharge) L1=CMP_Round 15" (Barrel Controls 0.62 cfs @ 2.51 fps) Inflow Area = 0.775 ac, Inflow = 1.02 cfs @ Outflow = 1.02 cfs @ Primary = 1.02 cfs @ Summary for Pond #6: - 39.05% Impervious, Inflow Depth = 0.83" 11.99 hrs, Vol u me= 0.054 of 11.99 hrs, Vol u me= 0.054 af, 11.99 hrs, Vol u me= 0.054 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs for 10yr event Atten= 0%, Lag= 0.0 min Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 36 Peak Elev= 257.47'@ 11.99 hrs Device Routing Invert Outlet Devices #1 Primary 256.90' 15.0" Round CMP -Round 15" L= 20.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 256.90'/ 256.80' S= 0.00507' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=0.98 cfs @ 11.99 hrs HW=257.46' (Free Discharge) L1=CMP_Round 15" (Barrel Controls 0.98 cfs @ 2.72 fps) Summary for Pond #7: - Inflow Area = 0.998 ac, 35.68% Impervious, Inflow Depth= 0.74" for 10yr event Inflow = 1.12 cfs @ 11.99 hrs, Volume= 0.061 of Outflow = 1.12 cfs @ 11.99 hrs, Volume= 0.061 af, Atten= 0%, Lag= 0.0 min Primary = 1.12 cfs @ 11.99 hrs, Volume= 0.061 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.39'@ 11.99 hrs Device Routing Invert Outlet Devices #1 Primary 256.80' 15.0" Round CMP -Round 15" L= 15.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 256.80'/ 256.70' S= 0.00677' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=1.09 cfs @ 11.99 hrs HW=257.38' (Free Discharge) L1=CMP_Round 15" (Barrel Controls 1.09 cfs @ 2.86 fps) Summary for Pond 1P: Low Spot in Road Inflow Area = 0.703 ac, 42.50% Impervious, Inflow Depth= 0.00" for 10yr 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 Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 261.37' @ 0.00 hrs Surf.Area= 48 sf Storage= 0 cf Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 261.37' 2,553 cf Custom Stage Data (irregularyisted below (Recalc) x 2 Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 38 Volume Invert Avail.Storage Storage Description #1 257.00' 12,000 cf Custom Stage Data (irregularyisted below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 257.00 30 24.4 0 0 30 258.00 21869 446.0 11064 11064 151814 259.00 211994 11198.0 101936 121000 1141198 Device Routing Invert Outlet Devices #1 Discarded 257.00' 10.000 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 257.00' 18.0" Round CMP _Round 18" L= 5.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 257.00'/ 256.80' S= 0.04007' Cc= 0.900 n= 0.012, Flow Area= 1.77 sf Discarded OutFlow Max=0.13 cfs @ 12.72 hrs HW=257.38' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.13 cfs) Primary OutFlow Max=0.60 cfs @ 12.72 hrs HW=257.38' (Free Discharge) L2=CMP_Round 18" (Inlet Controls 0.60 cfs @ 1.67 fps) Summary for Pond 5P: Low Spot in Road Inflow Area = 0.998 ac, 35.68% Impervious, Inflow Depth= 0.00" for 10yr 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 Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 260.05' @ 0.00 hrs Surf.Area= 25 sf Storage= 0 cf Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 260.05' 4,204 cf Custom Stage Data (irregularyisted below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 260.05 25 28.0 0 0 25 260.20 219 83.0 16 16 511 260.70 51768 417.0 11185 11201 131801 261.00 141971 586.0 31003 41204 271291 Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 39 Summary for Pond 12P: Porous Driveway (SMA #3) Inflow Area = 0.064 ac,100.00% Impervious, Inflow Depth = 3.67" for 10yr event Inflow = 0.24 cfs @ 11.96 hrs, Volume= 0.019 of Outflow = 0.20 cfs @ 11.95 hrs, Volume= 0.019 af, Atten= 14%, Lag= 0.0 min Discarded = 0.20 cfs @ 11.95 hrs, Volume= 0.019 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 260.53' @ 12.00 hrs Surf.Area= 880 sf Storage= 12 cf Plug -Flow detention time= 0.5 min calculated for 0.019 of (100% of inflow) Center -of -Mass det. time= 0.5 min ( 849.7 - 849.2 ) Volume Invert Avail.Storage Storage Description #1 260.50' 528 cf Custom Stage Data (irregularyisted below (Recalc) 1,320 cf Overall x 40.0% Voids Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 260.50 880 156.0 0 0 880 262.00 880 156.0 11320 11320 11114 Device Routing Invert Outlet Devices #1 Discarded 260.50' 10.000 in/hr Exfiltration over Surface area Phase -In= 0.01' Discarded OutFlow Max=0.20 cfs @ 11.95 hrs HW=260.52' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.20 cfs) Summary for Pond 15P: Porous Driveway (SMA #3) Inflow Area = 0.062 ac,100.00% Impervious, Inflow Depth = 3.67" for 10yr event Inflow = 0.28 cfs @ 11.96 hrs, Volume= 0.019 of Outflow = 0.10 cfs @ 11.80 hrs, Volume= 0.019 af, Atten= 62%, Lag= 0.0 min Discarded = 0.10 cfs @ 11.80 hrs, Volume= 0.019 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 261.08'@ 12.09 hrs Surf.Area= 450 sf Storage= 104 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 3.2 min (805.1 - 801.9 ) Volume Invert Avail.Storage Storage Description #1 260.50' 270 cf Custom Stage Data (irregularyisted below (Recalc) 675 cf Overall x 40.0% Voids Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 40 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 260.50 450 85.0 0 0 450 262.00 450 85.0 675 675 578 Device Routing Invert Outlet Devices #1 Discarded 260.50' 10.000 in/hr Exfiltration over Surface area Phase -In= 0.01' Discarded OutFlow Max=0.10 cfs @ 11.80 hrs HW=260.53' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.10 cfs) Summary for Pond EXT: REGATTA VIEW CULVERT Inflow Area = 4.771 ac, Inflow = 0.60 cfs @ Outflow = 0.60 cfs @ Primary = 0.60 cfs @ 28.37% Impervious, Inflow Depth = 0.34" 12.72 hrs, Vol u me= 0.133 of 12.72 hrs, Vol u me= 0.133 af, 12.72 hrs, Vol u me= 0.133 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.14'@ 12.72 hrs for 10yr event Atten= 0%, Lag= 0.0 min Device Routing Invert Outlet Devices #1 Primary 256.80' 18.0" Round Culvert L= 80.0' CPP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 256.80'/ 256.15' S= 0.0081 T Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.77 sf Primary OutFlow Max=0.60 cfs @ 12.72 hrs HW=257.14' (Free Discharge) Ll =Culvert (Inlet Controls 0.60 cfs @ 1.99 fps) Inflow Area = 0.703 ac, Inflow = 1.08 cfs @ Outflow = 0.15 cfs @ Discarded = 0.15 cfs @ Primary = 0.00 cfs @ Summary for Pond INF1: SMA #1 42.50% Impervious, Inflow Depth = 0.94" 11.99 hrs, Vol u me= 0.055 of 11.85 hrs, Vol u me= 0.055 af, 11.85 hrs, Vo I u me= 0.055 of 0.00 hrs, Vol u me= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 255.86'@ 12.40 hrs Surf.Area= 647 sf Storage= 640 cf for 10yr event Atten= 86%, Lag= 0.0 min Plug -Flow detention time= 27.9 min calculated for 0.055 of (100% of inflow) Center -of -Mass det. time= 27.9 min (904.0 - 876.1 ) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 41 Volume Invert Avail.Storage Storage Description #1A 254.25' 961 cf 15.58'W x 41.55'L x 5.50'H Field A 3,561 cf Overall - 1,159 cf Embedded = 2,402 cf x 40.0% Voids #2A 255.00' 1,159 cf ADS _StormTech MC -3500 d +Capx 10 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 2 Rows of 5 Chambers Cap Storage= +14.9 cf x 2 x 2 rows = 59.6 cf 2,120 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 254.25' 10.000 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 261.37' 3.0' long x 3.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.15 cfs @ 11.85 hrs HW=254.38' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.15 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=254.25' (Free Discharge) L2= Broad -Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond INF2: SMA #2 Inflow Area = 0.998 ac, 35.68% Impervious, Inflow Depth= 0.71 " for 10yr event Inflow = 1.17 cfs @ 12.00 hrs, Volume= 0.059 of Outflow = 0.29 cfs @ 11.90 hrs, Volume= 0.059 af, Atten= 75%, Lag= 0.0 min Discarded = 0.29 cfs @ 11.90 hrs, Volume= 0.059 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= 256.20'@ 12.16 hrs Surf.Area= 1,242 sf Storage= 448 cf Plug -Flow detention time= 7.7 min calculated for 0.059 of (100% of inflow) Center -of -Mass det. time= 7.7 min (903.9 - 896.2 ) Volume Invert Avail.Storage Storage Description #1A 255.50' 1,151 cf 20.50'W x 60.58'L x 3.50'H Field A 4,346 cf Overall - 1,470 cf Embedded = 2,876 cf x 40.0% Voids #2A 256.00' 1,470 cf ADS _StormTech SC -740 +Capx 32 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12' L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 4 Rows of 8 Chambers 2,621 cf Total Available Storage Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 42 Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 255.50' 10.000 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 260.05' 3.0' long x 3.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.29 cfs @ 11.90 hrs HW=255.57' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.29 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=255.50' (Free Discharge) L2= Broad -Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond S1: STM MH #1 Inflow Area = 0.703 ac, 42.50% Impervious, Inflow Depth= 0.94" for 10yr event Inflow = 1.09 cfs @ 11.99 hrs, Volume= 0.055 of Outflow = 1.09 cfs @ 11.99 hrs, Volume= 0.055 af, Atten= 0%, Lag= 0.0 min Primary = 0.99 cfs @ 11.98 hrs, Volume= 0.054 of Secondary = 0.10 cfs @ 11.99 hrs, Volume= 0.001 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.67'@ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 257.00' 10.0" Round Culvert L= 7.5' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 257.00'/ 256.95' S= 0.00677' Cc= 0.900 n= 0.012, Flow Area= 0.55 sf #2 Secondary 257.50' 12.0" Round CMP --Round 12" L= 23.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 257.50'/ 256.90' S= 0.0261 T Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.95 cfs @ 11.98 hrs HW=257.66' (Free Discharge) Ll =Culvert (Barrel Controls 0.95 cfs @ 2.83 fps) Secondary OutFlow Max=0.09 cfs @ 11.99 hrs HW=257.66' (Free Discharge) L2=CMP_Round 12" (Inlet Controls 0.09 cfs @ 1.08 fps) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 43 Summary for Pond S2: STM MH #2 Inflow Area = 0.703 ac, 42.50% Impervious, Inflow Depth= 0.94" for 10yr event Inflow = 1.08 cfs @ 11.99 hrs, Volume= 0.055 of Outflow = 1.08 cfs @ 11.99 hrs, Volume= 0.055 af, Atten= 0%, Lag= 0.0 min Primary = 1.08 cfs @ 11.99 hrs, Volume= 0.055 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 255.55'@ 11.99 hrs Device Routing Invert Outlet Devices #1 Primary 255.00' 24.0" Round CMP -Round 24" L= 6.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 255.00'/ 255.00' S= 0.00007' Cc= 0.900 n= 0.012, Flow Area= 3.14 sf Primary OutFlow Max=1.05 cfs @ 11.99 hrs HW=255.54' (Free Discharge) L1=CMP_Round 24" (Barrel Controls 1.05 cfs @ 2.29 fps) Summary for Pond S3: STM MH #4 Inflow Area = 0.998 ac, 35.68% Impervious, Inflow Depth= 0.74" for 10yr event Inflow = 1.12 cfs @ 11.99 hrs, Volume= 0.061 of Outflow = 1.12 cfs @ 11.99 hrs, Volume= 0.061 af, Atten= 0%, Lag= 0.0 min Primary = 1.01 cfs @ 11.99 hrs, Volume= 0.061 of Secondary = 0.11 cfs @ 11.99 hrs, Volume= 0.001 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.38'@ 11.99 hrs Device Routing Invert Outlet Devices #1 Primary 256.70' 10.0" Round Culvert L= 7.5' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 256.70'/ 256.65' S= 0.00677' Cc= 0.900 n= 0.012, Flow Area= 0.55 sf #2 Secondary 257.20' 12.0" Round CMP --Round 12" L= 26.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 257.20'/ 256.60' S= 0.0231 T Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.98 cfs @ 11.99 hrs HW=257.37' (Free Discharge) Ll =Culvert (Barrel Controls 0.98 cfs @ 2.85 fps) Secondary OutFlow Max=0.10 cfs @ 11.99 hrs HW=257.37' (FreeDischarge) L2=CMP_Round 12" (Inlet Controls 0.10 cfs @ 1.12 fps) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 44 Inflow Area = 0.998 ac, Inflow = 1.17 cfs @ Outflow = 1.17 cfs @ Primary = 1.17 cfs @ Summary for Pond S4: STM MH #4 35.68% Impervious, Inflow Depth = 0.71" 12.00 hrs, Vol u me= 0.059 of 12.00 hrs, Vol u me= 0.059 af, 12.00 hrs, Vol u me= 0.059 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 256.60'@ 12.00 hrs for 10yr event Atten= 0%, Lag= 0.0 min Device Routing Invert Outlet Devices #1 Primary 256.00' 24.0" Round CMP -Round 24" L= 3.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 256.00'/ 256.00' S= 0.00007' Cc= 0.900 n= 0.012, Flow Area= 3.14 sf Primary OutFlow Max=1.14 cfs @ 12.00 hrs HW=256.59' (Free Discharge) L1=CMP_Round 24" (Barrel Controls 1.14 cfs @ 2.20 fps) Summary for Pond WQ1: WATER QUALITY UNIT #1 Inflow Area = 0.703 ac, Inflow = 0.99 cfs @ Outflow = 0.99 cfs @ Primary = 0.99 cfs @ 42.50% Impervious, Inflow Depth = 0.93" 11.98 hrs, Vol u me= 0.054 of 11.99 hrs, Vol u me= 0.054 af, 11.99 hrs, Vol u me= 0.054 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.60' @ 11.99 hrs Surf.Area= 53 sf Storage= 31 cf for 10yr event Atten= 0%, Lag= 0.4 min Plug -Flow detention time= 2.2 min calculated for 0.054 of (100% of inflow) Center -of -Mass det. time= 1.4 min (878.2 - 876.8 ) Volume Invert Avail.Storage Storage Description #1 256.78' 141 cf 36.0" Round Pipe Storage L= 20.0' Device Routing Invert Outlet Devices #1 Primary 256.95' 12.0" Round CMP _Round 12" L= 3.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 256.95'/256.90' S=0.0167'/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.96 cfs @ 11.99 hrs HW=257.59' (Free Discharge) L1=CMP_Round 12" (Barrel Controls 0.96 cfs @ 2.60 fps) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 45 Summary for Pond WQ2: WATER QUALITY UNIT #2 Inflow Area = 0.998 ac, 35.68% Impervious, Inflow Depth= 0.73" for 10yr event Inflow = 1.01 cfs @ 11.99 hrs, Volume= 0.061 of Outflow = 1.06 cfs @ 12.00 hrs, Volume= 0.058 af, Atten= 0%, Lag= 0.5 min Primary = 1.06 cfs @ 12.00 hrs, Volume= 0.058 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.27' @ 12.00 hrs Surf.Area= 41 sf Storage= 130 cf Plug -Flow detention time= 29.1 min calculated for 0.058 of (96% of inflow) Center -of -Mass det. time= 9.1 min ( 898.6 - 889.5 ) Volume Invert Avail.Storage Storage Description #1 254.68' 141 cf 36.0" Round CMP -Round 36" L= 20.0' Device Routing Invert Outlet Devices #1 Primary 256.65' 15.0" Round CMP _Round 15" L= 7.5' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 256.65'/ 256.60' S= 0.00677' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=1.04 cfs @ 12.00 hrs HW=257.27' (Free Discharge) L1=CMP_Round 15" (Barrel Controls 1.04 cfs @ 2.51 fps) Summary for Link A: DESIGN POINT Inflow Area = 4.771 ac, 28.37% Impervious, Inflow Depth = 0.34" for 10yr event Inflow = 0.60 cfs @ 12.72 hrs, Volume= 0.133 of Primary = 0.60 cfs @ 12.72 hrs, Volume= 0.133 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 46 Time span =0.00-200.00 hrs, dt=0.05 hrs, 4001 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchmentl S: - Runoff Area=15.701 sf 50.56% Impervious Runoff Depth=2.91" Tc=6.0 min CN=69 Runoff=1.81 cfs 0.087 of Subcatchment2S: - Runoff Area=14.910 sf 34.02% Impervious Runoff Depth=2.00" Tc=6.0 min CN=59 Runoff=1.18 cfs 0.057 of Subcatchment3S: - Runoff Area=12.815 sf 42.52% Impervious Runoff Depth=2.44" Tc=6.0 min CN=64 Runoff=1.25 cfs 0.060 of Subcatchment4S: - Runoff Area=13.679 sf 27.71% Impervious Runoff Depth=1.66" Tc=6.0 min CN=55 Runoff=0.88 cfs 0.044 of Subcatchment5S: Rooftop Runoff Area=1,900 sf 100.00% Impervious Runoff Depth=6.01" Flow Length=20' Slope=0.0100 '/' Tc=6.0 min CN=98 Runoff=0.38 cfs 0.022 of Subcatchment5S-P: Driveway Runoff Area=880 sf 100.00% Impervious Runoff Depth=6.01" Tc=347.0 min CN=98 Runoff=0.02 cfs 0.010 of Subcatchment5S1: Rooftop Runoff Area=2,230 sf 100.00% Impervious Runoff Depth=6.01" Flow Length=20' Slope=0.0100 '/' Tc=6.0 min CN=98 Runoff=0.44 cfs 0.026 of Subcatchment5S1-P: Driveway Runoff Area=450 sf 100.00% Impervious Runoff Depth=6.01" Tc=347.0 min CN=98 Runoff=0.01 cfs 0.005 of Subcatchment6S: - Runoff Area=7,253 sf 54.29% Impervious Runoff Depth=3.10" Tc=6.0 min CN=71 Runoff=0.89 cfs 0.043 of Subcatchment7S: - Runoff Area=9709 sf 23.98% Impervious Runoff Depth=1.50" Tc=6.0 min CN=53 Runoff=0.56 cfs 0.028 of Subcatchment8S: - Runoff Area=45.343 sf 0.00% Impervious Runoff Depth=0.46" Tc=6.0 min CN=38 Runoff=0.36 cfs 0.040 of Subcatchment9S: - Runoff Area=207.825 sf 28.37% Impervious Runoff Depth=1.58" Flow Length=1,357' Tc=50.4 min CN=54 Runoff=3.89 cfs 0.629 of Pond #1: - Peak Elev=258.84' Inflow=1.81 cfs 0.087 of 12.0" Round Culvert n=0.012 L=19.0' S=0.0079'/' Outflow=1.81 cfs 0.087 of Pond #2: - Peak Elev=258.97' Inflow=3.00 cfs 0.144 of 12.0" Round Culvert n=0.012 L=71.0' S=0.0120'/' Outflow=3.00 cfs 0.144 of Pond #3: - Peak Elev=258.84' Inflow=2.13 cfs 0.103 of 15.0" Round Culvert n=0.012 L=153.0' S=0.0052'/' Outflow=2.13 cfs 0.103 of Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 47 Pond #4: - Peak Elev=258.97' Inflow=0.88 cfs 0.044 of 12.0" Round Culvert n=0.012 L=18.0' S=0.0056'/' Outflow=0.88 cfs 0.044 of Pond #5: SLD CVR Peak Elev=258.11' Inflow=2.13 cfs 0.103 of 15.0" Round Culvert n=0.012 L=71.0' S=0.0049'/' Outflow=2.13 cfs 0.103 of Pond #6: - Peak Elev=257.98' Inflow=3.03 cfs 0.146 of 15.0" Round Culvert n=0.012 L=20.0' S=0.0050'/' Outflow=3.03 cfs 0.146 of Pond #7: - Peak Elev=257.99' Inflow=3.58 cfs 0.174 of 15.0" Round Culvert n=0.012 L=15.0' S=0.0067'/' Outflow=3.58 cfs 0.174 of Pond 1 P: Low Spot in Road Peak Elev=261.85' Storage=693 cf Inflow=0.89 cfs 0.016 of Outflow=0.00 cfs 0.000 of Pond 2P: On -Site Depression Peak Elev=261.00' Storage=15 cf Inflow=0.36 cfs 0.040 of Outflow=0.35 cfs 0.040 of Pond 4P: On -Site Depression Peak Elev=257.96' Storage=943 cf Inflow=3.89 cfs 0.629 of Discarded=0.61 cfs 0.119 of Primary=3.12 cfs 0.510 of Outflow=3.74 cfs 0.629 of Pond 5P: Low Spot in Road Peak Elev=260.39' Storage=159 cf Inflow=0.28 cfs 0.004 of Outflow=0.00 cfs 0.000 of Pond 12P: Porous Driveway (SMA #3) Peak EIev=260.75' Storage=87 cf Inflow=0.38 cfs 0.032 of Outflow=0.20 cfs 0.032 of Pond 15P: Porous Driveway (SMA #3) Peak Elev=261.91' Storage=253 cf Inflow=0.45 cfs 0.031 of Outflow=0.10 cfs 0.031 of Pond EXT: REGATTAVIEW CULVERT Peak Elev=257.63' Inflow=3.12 cfs 0.510 of 18.0" Round Culvert n=0.011 L=80.0' S=0.0081 '/' Outflow=3.12 cfs 0.510 of Pond INF1: SMA#1 Peak Elev=261.61' Storage=2,120 cf Inflow=3.00 cfs 0.144 of Discarded=0.15 cfs 0.128 of Primary=0.89 cfs 0.016 of Outflow=1.04 cfs 0.144 of Pond INF2: SMA#2 Peak Elev=260.16' Storage=2,621 cf Inflow=3.58 cfs 0.172 of Discarded=0.29 cfs 0.168 of Primary=0.28 cfs 0.004 of Outflow=0.56 cfs 0.172 of Pond S1: STM MH #1 Peak Elev=258.12' Inflow=3.00 cfs 0.144 of Primary=1.94 cfs 0.131 of Secondary=1.07 cfs 0.013 of Outflow=3.00 cfs 0.144 of Pond S2: STM MH #2 Peak Elev=255.93' Inflow=3.00 cfs 0.144 of 24.0" Round Culvert n=0.012 L=6.0' S=0.0000'/' Outflow=3.00 cfs 0.144 of Pond S3: STM MH #4 Peak Elev=257.93' Inflow=3.58 cfs 0.174 of Primary=2.18 cfs 0.156 of Secondary=1.40 cfs 0.018 of Outflow=3.58 cfs 0.174 of Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 48 Pond S4: STM MH #4 Peak EIev=257.08' Inflow=3.58 cfs 0.172 of 24.0" Round Culvert n=0.012 L=3.0' S=0.0000'/' Outflow=3.58 cfs 0.172 of Pond WQ1: WATERQUALITYUNIT #1 Peak Elev=257.93' Storage=50 cf Inflow=1.94 cfs 0.131 of 12.0" Round Culvert n=0.012 L=3.0' S=0.0167'/' Outflow=1.93 cfs 0.131 of Pond WQ2: WATERQUALITYUNIT #2 Peak EIev=257.60' Storage=140 cf Inflow=2.18 cfs 0.156 of 15.0" Round Culvert n=0.012 L=7.5' S=0.0067'/' Outflow=2.18 cfs 0.154 of Link A: DESIGN POINT Inflow=3.12 cfs 0.510 of Primary=3.12 cfs 0.510 of Total Runoff Area = 7.638 ac Runoff Volume = 1.051 of Average Runoff Depth = 1.65" 72.06% Pervious = 5.504 ac 27.94% Impervious = 2.134 ac Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 49 Summary for Subcatchment 1S: - Runoff = 1.81 cfs @ 11.97 hrs, Volume= 0.087 af, Depth= 2.91" 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 00y Rainfall=6.25" Area (sfl CN Description 71938 98 Unconnected pavement, HSG A 71763 39 >75% Grass cover, Good, HSG A 151701 69 Weighted Average 71763 49.44% Pervious Area 71938 50.56% Impervious Area 71938 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, SHEET Summary for Subcatchment 2S: - Runoff = 1.18 cfs @ 11.98 hrs, Volume= 0.057 af, Depth= 2.00" 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 00y Rainfall=6.25" Area (sfl CN Description 51072 98 Paved parking, HSG A 91838 39 >75% Grass cover, Good, HSG A 141910 59 Weighted Average 91838 65.98% Pervious Area 51072 34.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Summary for Subcatchment 3S: - Runoff = 1.25 cfs @ 11.98 hrs, Volume= 0.060 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 1 00y Rainfall=6.25" Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 50 Area (sfl CN Description 51449 98 Paved parking, HSG A 71366 39 >75% Grass cover, Good, HSG A 121815 64 Weighted Average 71366 57.48% Pervious Area 51449 42.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Summary for Subcatchment 4S: - Runoff = 0.88 cfs @ 11.98 hrs, Volume= 0.044 af, Depth= 1.66" 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 1 00y Rainfall=6.25" Area (sfl CN Description 31791 98 Paved parking, HSG A 91888 39 >75% Grass cover, Good, HSG A 131679 55 Weighted Average 91888 72.29% Pervious Area 31791 27.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, DIRECT Summary for Subcatchment 5S: Rooftop Runoff = 0.38 cfs @ 11.96 hrs, Volume= 0.022 af, Depth= 6.01" 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 00y Rainfall=6.25" Area (sf CN Description 11900 98 Paved parking, HSG A 11900 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 20 0.0100 0.67 Sheet Flow, SHEET Smooth surfaces n= 0.011 P2= 2.50" 0.5 20 Total, Increased to minimum Tc = 6.0 min Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 51 Summary for Subcatchment 5S -P: Driveway Runoff = 0.02 cfs @ 16.21 hrs, Volume= 0.010 af, Depth= 6.01" 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 00y Rainfall=6.25" Area (sf CN Description 880 98 Paved parking, HSG A 880 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 347.0 Direct Entry, Porous Pavement Summary for Subcatchment 5S1: Rooftop Runoff = 0.44 cfs @ 11.96 hrs, Volume= 0.026 af, Depth= 6.01" 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 00y Rainfall=6.25" Area (sf CN Description 21230 98 Paved parking, HSG A 21230 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 20 0.0100 0.67 Sheet Flow, SHEET Smooth surfaces n= 0.011 P2= 2.50" 0.5 Runoff = 20 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 5S1 -P: Driveway 0.01 cfs @ 16.21 hrs, Volume= 0.005 af, Depth= 6.01" 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 00y Rainfall=6.25" Area (sf CN Description 450 98 Paved parking, HSG A 450 100.00% Impervious Area Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 52 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 347.0 Direct Entry, Porous Pavement Summary for Subcatchment 6S: - Runoff = 0.89 cfs @ 11.97 hrs, Volume= 0.043 af, Depth= 3.10" 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 00y Rainfall=6.25" Area (sfl CN Description 31938 98 Paved parking, HSG A 31315 39 >75% Grass cover, Good, HSG A 71253 71 Weighted Average 31315 45.71 % Pervious Area 31938 54.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, DIRECT Summary for Subcatchment 7S: - Runoff = 0.56 cfs @ 11.99 hrs, Volume= 0.028 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 00y Rainfall=6.25" Area (sfl CN Description 21328 98 Paved parking, HSG A 71381 39 >75% Grass cover, Good, HSG A 91709 53 Weighted Average 71381 76.02% Pervious Area 21328 23.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Summary for Subcatchment 8S: - Runoff = 0.36 cfs @ 12.02 hrs, Volume= 0.040 af, Depth= 0.46" 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 00y Rainfall=6.25" Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 53 Area (sf) CN Description 381197 39 >75% Grass cover, Good, HSG A 71146 30 Woods, Good, HSG A 451343 38 Weighted Average 451343 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, DIRECT Summary for Subcatchment 9S: - Runoff = 3.89 cfs @ 12.57 hrs, Volume= 0.629 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 00y Rainfall=6.25" Area (sf) CN Description 581969 98 Paved parking, HSG A 1081836 39 >75% Grass cover, Good, HSG A 401020 30 Woods, Good, HSG A 2071825 54 Weighted Average 1481856 71.63% Pervious Area 581969 28.37% Impervious Area 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" 35.8 11257 0.0070 0.59 Shallow Concentrated Flow, Shallow Short Grass Pasture Kv= 7.0 fqs 50.4 1, 357 Tota Summary for Pond #1: - Inflow Area = 0.360 ac, 50.56% Impervious, Inflow Depth= 2.91 " for 1 00y event Inflow = 1.81 cfs @ 11.97 hrs, Volume= 0.087 of Outflow = 1.81 cfs @ 11.97 hrs, Volume= 0.087 af, Atten= 0%, Lag= 0.0 min Primary = 1.81 cfs @ 11.97 hrs, Volume= 0.087 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 258.84'@ 11.97 hrs Device Routing Invert Outlet Devices #1 Primary 258.00' 12.0" Round CMP—Round 12" L= 19.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 258.00'/ 257.85' S= 0.00797' Cc= 0.900 Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 55 Inflow Area = 0.314 ac, Inflow = 0.88 cfs @ Outflow = 0.88 cfs @ Primary = 0.88 cfs @ Summary for Pond #4: - 27.71% Impervious, Inflow Depth = 1.66" 11.98 hrs, Volume= 0.044 of 11.98 hrs, Vol u me= 0.044 af, 11.98 hrs, Volume= 0.044 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 258.97'@ 11.98 hrs for 1 00y event Atten= 0%, Lag= 0.0 min Device Routing Invert Outlet Devices #1 Primary 258.40' 12.0" Round CMP -Round 12" L= 18.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 258.40'/ 258.30' S= 0.00567' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.84 cfs @ 11.98 hrs HW=258.96' (Free Discharge) L1=CMP_Round 12" (Barrel Controls 0.84 cfs @ 2.73 fps) Inflow Area = 0.608 ac, Inflow = 2.13 cfs @ Outflow = 2.13 cfs @ Primary = 2.13 cfs @ Summary for Pond #5: SLD CVR 34.88% Impervious, Inflow Depth= 2.04" 11.98 hrs, Vol u me= 0.103 of 11.98 hrs, Vol u me= 0.103 af, 11.98 hrs, Vol u me= 0.103 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 258.11' @ 11.98 hrs for 1 00y event Atten= 0%, Lag= 0.0 min Device Routing Invert Outlet Devices #1 Primary 257.25' 15.0" Round CMP -Round 15" L= 71.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 257.25'/ 256.90' S= 0.00497' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=2.04 cfs @ 11.98 hrs HW=258.09' (Free Discharge) L1=CMP_Round 15" (Barrel Controls 2.04 cfs @ 3.30 fps) Inflow Area = 0.775 ac, Inflow = 3.03 cfs @ Outflow = 3.03 cfs @ Primary = 3.03 cfs @ Summary for Pond #6: - 39.05% Impervious, Inflow Depth= 2.27" 11.98 hrs, Vol u me= 0.146 of 11.98 hrs, Vol u me= 0.146 af, 11.98 hrs, Vol u me= 0.146 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs for 1 00y event Atten= 0%, Lag= 0.0 min Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 56 Peak Elev= 257.98'@ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 256.90' 15.0" Round CMP -Round 15" L= 20.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 256.90'/ 256.80' S= 0.00507' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=2.89 cfs @ 11.98 hrs HW=257.95' (Free Discharge) L1=CMP_Round 15" (Barrel Controls 2.89 cfs @ 3.56 fps) Summary for Pond #7: - Inflow Area = 0.998 ac, 35.68% Impervious, Inflow Depth= 2.10" for 1 00y event Inflow = 3.58 cfs @ 11.98 hrs, Volume= 0.174 of Outflow = 3.58 cfs @ 11.98 hrs, Volume= 0.174 af, Atten= 0%, Lag= 0.0 min Primary = 3.58 cfs @ 11.98 hrs, Volume= 0.174 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.99'@ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 256.80' 15.0" Round CMP -Round 15" L= 15.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 256.80'/ 256.70' S= 0.00677' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=3.42 cfs @ 11.98 hrs HW=257.95' (Free Discharge) L1=CMP_Round 15" (Barrel Controls 3.42 cfs @ 3.79 fps) Summary for Pond 1P: Low Spot in Road Inflow Area = 0.703 ac, 42.50% Impervious, Inflow Depth= 0.27" for 1 00y event Inflow = 0.89 cfs @ 12.11 hrs, Volume= 0.016 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 261.85'@ 13.40 hrs Surf.Area= 3,854 sf Storage= 693 cf Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 261.37' 2,553 cf Custom Stage Data (irregularyisted below (Recalc) x 2 Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 57 Elevation (feet) Surf.Area (sq -ft) Perim. (feet) Inc.Store (cubic -feet) Cum.Store (cubic -feet) Wet.Area (sq -ft) 261.37 24 28.0 0 0 24 261.87 21070 269.0 386 386 51720 262.00 41219 425.0 401 787 141336 262.10 51607 436.0 490 11276 151091 Summary for Pond 2P: On -Site Depression Inflow Area = 1.041 ac, 0.00% Impervious, Inflow Depth = 0.46" for 1 00y event Inflow = 0.36 cfs @ 12.02 hrs, Volume= 0.040 of Outflow = 0.35 cfs @ 12.04 hrs, Volume= 0.040 af, Atten= 3%, Lag= 1.3 min Discarded = 0.35 cfs @ 12.04 hrs, Volume= 0.040 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 261.00'@ 12.04 hrs Surf.Area= 3,682 sf Storage= 15 cf Plug -Flow detention time= 0.7 min calculated for 0.040 of (100% of inflow) Center -of -Mass det. time= 0.7 min ( 962.0 - 961.3 ) Volume Invert Avail.Storage Storage Description 0.629 of #1 261.00' 7,678 cf Custom Stage Data (irregularyisted below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 261.00 31656 615.0 0 0 31656 262.00 121592 742.0 71678 71678 171387 Device Routing Invert Outlet Devices #1 Discarded 261.00' 10.000 in/hr Exfiltration over Surface area Phase -In= 0.01' Discarded OutFlow Max=0.34 cfs @ 12.04 hrs HW=261.00' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.34 cfs) Summary for Pond 4P: On -Site Depression Inflow Area = 4.771 ac, 28.37% Impervious, Inflow Depth = 1.58" for 1 00y event Inflow = 3.89 cfs @ 12.57 hrs, Volume= 0.629 of Outflow = 3.74 cfs @ 12.67 hrs, Volume= 0.629 af, Atten= 4%, Lag= 6.0 min Discarded = 0.61 cfs @ 12.67 hrs, Volume= 0.119 of Primary = 3.12 cfs @ 12.67 hrs, Volume= 0.510 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.96'@ 12.67 hrs Surf.Area= 2,648 sf Storage= 943 cf Plug -Flow detention time= 2.7 min calculated for 0.629 of (100% of inflow) Center -of -Mass det. time= 2.7 min (917.9 - 915.2 ) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 58 Volume Invert Avail.Storage Storage Description #1 257.00' 12,000 cf Custom Stage Data (irregularyisted below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 257.00 30 24.4 0 0 30 258.00 21869 446.0 11064 11064 151814 259.00 211994 11198.0 101936 121000 1141198 Device Routing Invert Outlet Devices #1 Discarded 257.00' 10.000 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 257.00' 18.0" Round CMP _Round 18" L= 5.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 257.00'/ 256.80' S= 0.04007' Cc= 0.900 n= 0.012, Flow Area= 1.77 sf Discarded OutFlow Max=0.61 cfs @ 12.67 hrs HW=257.96' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.61 cfs) Primary OutFlow Max=3.12 cfs @ 12.67 hrs HW=257.96' (Free Discharge) L2=CMP_Round 18" (Inlet Controls 3.12 cfs @ 2.63 fps) Summary for Pond 5P: Low Spot in Road Inflow Area = 0.998 ac, 35.68% Impervious, Inflow Depth= 0.04" for 1 00y event Inflow = 0.28 cfs @ 12.31 hrs, Volume= 0.004 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 260.39'@ 12.65 hrs Surf.Area= 1,462 sf Storage= 159 cf Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 260.05' 4,204 cf Custom Stage Data (irregularyisted below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 260.05 25 28.0 0 0 25 260.20 219 83.0 16 16 511 260.70 51768 417.0 11185 11201 131801 261.00 141971 586.0 31003 41204 271291 Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 59 Summary for Pond 12P: Porous Driveway (SMA #3) Inflow Area = 0.064 ac,100.00% Impervious, Inflow Depth = 6.01" for 100yr event Inflow = 0.38 cfs @ 11.96 hrs, Volume= 0.032 of Outflow = 0.20 cfs @ 11.85 hrs, Volume= 0.032 af, Atten= 46%, Lag= 0.0 min Discarded = 0.20 cfs @ 11.85 hrs, Volume= 0.032 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 260.75'@ 12.06 hrs Surf.Area= 880 sf Storage= 87 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 1.0 min (842.1 - 841.1 ) Volume Invert Avail.Storage Storage Description #1 260.50' 528 cf Custom Stage Data (irregularyisted below (Recalc) 1,320 cf Overall x 40.0% Voids Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 260.50 880 156.0 0 0 880 262.00 880 156.0 11320 11320 11114 Device Routing Invert Outlet Devices #1 Discarded 260.50' 10.000 in/hr Exfiltration over Surface area Phase -In= 0.01' Discarded OutFlow Max=0.20 cfs @ 11.85 hrs HW=260.52' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.20 cfs) Summary for Pond 15P: Porous Driveway (SMA #3) Inflow Area = 0.062 ac,100.00% Impervious, Inflow Depth = 6.01" for 100yr event Inflow = 0.45 cfs @ 11.96 hrs, Volume= 0.031 of Outflow = 0.10 cfs @ 11.70 hrs, Volume= 0.031 af, Atten= 77%, Lag= 0.0 min Discarded = 0.10 cfs @ 11.70 hrs, Volume= 0.031 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 261.91'@ 12.13 hrs Surf.Area= 450 sf Storage= 253 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 9.1 min (802.9 - 793.8 ) Volume Invert Avail.Storage Storage Description #1 260.50' 270 cf Custom Stage Data (irregularyisted below (Recalc) 675 cf Overall x 40.0% Voids Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 60 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 260.50 450 85.0 0 0 450 262.00 450 85.0 675 675 578 Device Routing Invert Outlet Devices #1 Discarded 260.50' 10.000 in/hr Exfiltration over Surface area Phase -In= 0.01' Discarded OutFlow Max=0.10 cfs @ 11.70 hrs HW=260.52' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.10 cfs) Summary for Pond EXT: REGATTA VIEW CULVERT Inflow Area = 4.771 ac, Inflow = 3.12 cfs @ Outflow = 3.12 cfs @ Primary = 3.12 cfs @ 28.37% Impervious, Inflow Depth= 1.28" 12.67 hrs, Vol u me= 0.510 of 12.67 hrs, Vol u me= 0.510 af, 12.67 hrs, Vol u me= 0.510 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.63'@ 12.67 hrs for 1 00y event Atten= 0%, Lag= 0.0 min Device Routing Invert Outlet Devices #1 Primary 256.80' 18.0" Round Culvert L= 80.0' CPP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 256.80'/ 256.15' S= 0.0081 T Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.77 sf Primary OutFlow Max=3.12 cfs @ 12.67 hrs HW=257.63' (Free Discharge) Ll =Culvert (Barrel Controls 3.12 cfs @ 4.49 fps) Inflow Area = 0.703 ac, Inflow = 3.00 cfs @ Outflow = 1.04 cfs @ Discarded = 0.15 cfs @ Primary = 0.89 cfs @ Summary for Pond INF1: SMA #1 42.50% Impervious, Inflow Depth = 2.47" 11.98 hrs, Volume= 0.144 of 12.11 hrs, Volume= 0.144 af, 11.65 hrs, Volume= 0.128 of 12.11 hrs, Volume= 0.016 of for 1 00y event Atten= 65%, Lag= 7.9 min Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 261.61'@ 12.10 hrs Surf.Area= 647 sf Storage= 2,120 cf Plug -Flow detention time= 117.9 min calculated for 0.144 of (100% of inflow) Center -of -Mass det. time= 117.9 min (963.7 - 845.8 ) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 61 Volume Invert Avail.Storage Storage Description #1A 254.25' 961 cf 15.58'W x 41.55'L x 5.50'H Field A 3,561 cf Overall - 1,159 cf Embedded = 2,402 cf x 40.0% Voids #2A 255.00' 1,159 cf ADS _StormTech MC -3500 d +Capx 10 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 2 Rows of 5 Chambers Cap Storage= +14.9 cf x 2 x 2 rows = 59.6 cf 2,120 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 254.25' 10.000 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 261.37' 3.0' long x 3.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.15 cfs @ 11.65 hrs HW=254.35' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.15 cfs) Primary OutFlow Max=0.78 cfs @ 12.11 hrs HW=261.59' (Free Discharge) L2= Broad -Crested Rectangular Weir(Weir Controls 0.78 cfs @ 1.16 fps) Summary for Pond INF2: SMA #2 Inflow Area = 0.998 ac, 35.68% Impervious, Inflow Depth= 2.07" for 1 00y event Inflow = 3.58 cfs @ 11.98 hrs, Volume= 0.172 of Outflow = 0.56 cfs @ 12.31 hrs, Volume= 0.172 af, Atten= 84%, Lag= 19.7 min Discarded = 0.29 cfs @ 11.70 hrs, Volume= 0.168 of Primary = 0.28 cfs @ 12.31 hrs, Volume= 0.004 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 260.16'@ 12.30 hrs Surf.Area= 1,242 sf Storage= 2,621 cf Plug -Flow detention time= 72.3 min calculated for 0.172 of (100% of inflow) Center -of -Mass det. time= 72.3 min (929.9 - 857.6 ) Volume Invert Avail.Storage Storage Description #1A 255.50' 1,151 cf 20.50'W x 60.58'L x 3.50'H Field A 4,346 cf Overall - 1,470 cf Embedded = 2,876 cf x 40.0% Voids #2A 256.00' 1,470 cf ADS _StormTech SC -740 +Capx 32 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12' L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 4 Rows of 8 Chambers 2,621 cf Total Available Storage Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 62 Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 255.50' 10.000 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 260.05' 3.0' long x 3.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.29 cfs @ 11.70 hrs HW=255.55' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.29 cfs) Primary OutFlow Max=0.24 cfs @ 12.31 hrs HW=260.15' (Free Discharge) L2= Broad -Crested Rectangular Weir(Weir Controls 0.24 cfs @ 0.78 fps) Summary for Pond S1: STM MH #1 Inflow Area = 0.703 ac, 42.50% Impervious, Inflow Depth= 2.47" for 1 00y event Inflow = 3.00 cfs @ 11.98 hrs, Volume= 0.144 of Outflow = 3.00 cfs @ 11.98 hrs, Volume= 0.144 af, Atten= 0%, Lag= 0.0 min Primary = 1.94 cfs @ 11.98 hrs, Volume= 0.131 of Secondary = 1.07 cfs @ 11.98 hrs, Volume= 0.013 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 258.12'@ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 257.00' 10.0" Round Culvert L= 7.5' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 257.00'/ 256.95' S= 0.00677' Cc= 0.900 n= 0.012, Flow Area= 0.55 sf #2 Secondary 257.50' 12.0" Round CMP --Round 12" L= 23.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 257.50'/ 256.90' S= 0.0261 T Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=1.88 cfs @ 11.98 hrs HW=258.09' (Free Discharge) Ll =Culvert (Barrel Controls 1.88 cfs @ 3.47 fps) Secondary OutFlow Max=0.99 cfs @ 11.98 hrs HW=258.09' (Free Discharge) L2=CMP_Round 12" (Inlet Controls 0.99 cfs @ 2.06 fps) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 63 Inflow Area = 0.703 ac, Inflow = 3.00 cfs @ Outflow = 3.00 cfs @ Primary = 3.00 cfs @ Summary for Pond S2: STM MH #2 42.50% Impervious, Inflow Depth = 2.47" 11.98 hrs, Volume= 0.144 of 11.98 hrs, Vol u me= 0.144 af, 11.98 hrs, Volume= 0.144 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 255.93'@ 11.98 hrs for 1 00y event Atten= 0%, Lag= 0.0 min Device Routing Invert Outlet Devices #1 Primary 255.00' 24.0" Round CMP -Round 24" L= 6.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 255.00'/ 255.00' S= 0.00007' Cc= 0.900 n= 0.012, Flow Area= 3.14 sf Primary OutFlow Max=2.87 cfs @ 11.98 hrs HW=255.91' (Free Discharge) L1=CMP_Round 24" (Barrel Controls 2.87 cfs @ 3.03 fps) Inflow Area = 0.998 ac, Inflow = 3.58 cfs @ Outflow = 3.58 cfs @ Primary = 2.18 cfs @ Secondary = 1.40 cfs @ Summary for Pond S3: STM MH #4 35.68% Impervious, Inflow Depth = 2.10" 11.98 hrs, Volume= 0.174 of 11.98 hrs, Vol u me= 0.174 af, 11.98 hrs, Vol u me= 0.156 of 11.98 hrs, Volume= 0.018 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.93'@ 11.98 hrs for 1 00y event Atten= 0%, Lag= 0.0 min Device Routing Invert Outlet Devices #1 Primary 256.70' 10.0" Round Culvert L= 7.5' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 256.70'/ 256.65' S= 0.00677' Cc= 0.900 n= 0.012, Flow Area= 0.55 sf #2 Secondary 257.20' 12.0" Round CMP --Round 12" L= 26.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 257.20'/ 256.60' S= 0.0231 T Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=2.12 cfs @ 11.98 hrs HW=257.89' (Free Discharge) L1=Culvert (Barrel Controls 2.12 cfs @ 3.88 fps) Secondary OutFlow Max=1.30 cfs @ 11.98 hrs HW=257.89' (Free Discharge) L2=CMP_Round 12" (Inlet Controls 1.30 cfs @ 2.24 fps) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 64 Summary for Pond S4: STM MH #4 Inflow Area = 0.998 ac, 35.68% Impervious, Inflow Depth= 2.07" for 1 00y event Inflow = 3.58 cfs @ 11.98 hrs, Volume= 0.172 of Outflow = 3.58 cfs @ 11.98 hrs, Volume= 0.172 af, Atten= 0%, Lag= 0.0 min Primary = 3.58 cfs @ 11.98 hrs, Volume= 0.172 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.08'@ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 256.00' 24.0" Round CMP -Round 24" L= 3.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 256.00'/ 256.00' S= 0.00007' Cc= 0.900 n= 0.012, Flow Area= 3.14 sf Primary OutFlow Max=3.42 cfs @ 11.98 hrs HW=257.06' (Free Discharge) L1=CMP_Round 24" (Barrel Controls 3.42 cfs @ 2.96 fps) Summary for Pond WQ1: WATER QUALITY UNIT #1 Inflow Area = 0.703 ac, 42.50% Impervious, Inflow Depth= 2.24" for 1 00y event Inflow = 1.94 cfs @ 11.98 hrs, Volume= 0.131 of Outflow = 1.93 cfs @ 11.98 hrs, Volume= 0.131 af, Atten= 0%, Lag= 0.3 min Primary = 1.93 cfs @ 11.98 hrs, Volume= 0.131 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.93' @ 11.98 hrs Surf.Area= 58 sf Storage= 50 cf Plug -Flow detention time= 1.3 min calculated for 0.131 of (100% of inflow) Center -of -Mass det. time= 1.0 min ( 858.7 - 857.7 ) Volume Invert Avail.Storage Storage Description #1 256.78' 141 cf 36.0" Round Pipe Storage L= 20.0' Device Routing Invert Outlet Devices #1 Primary 256.95' 12.0" Round CMP _Round 12" L= 3.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 256.95'/256.90' S=0.0167'/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=1.88 cfs @ 11.98 hrs HW=257.92' (Free Discharge) L1=CMP_Round 12" (Barrel Controls 1.88 cfs @ 3.09 fps) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 3/13/2019 HydroCADO 10.00-20 s/n 00476 © 2017 HydroCAD Software Solutions LLC Page 65 Summary for Pond WQ2: WATER QUALITY UNIT #2 Inflow Area = 0.998 ac, 35.68% Impervious, Inflow Depth= 1.88" for 1 00y event Inflow = 2.18 cfs @ 11.98 hrs, Volume= 0.156 of Outflow = 2.18 cfs @ 11.98 hrs, Volume= 0.154 af, Atten= 0%, Lag= 0.1 min Primary = 2.18 cfs @ 11.98 hrs, Volume= 0.154 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.60' @ 11.98 hrs Surf.Area= 19 sf Storage= 140 cf Plug -Flow detention time= 12.7 min calculated for 0.154 of (99% of inflow) Center -of -Mass det. time= 4.5 min ( 873.8 - 869.3 ) Volume Invert Avail.Storage Storage Description #1 254.68' 141 cf 36.0" Round CMP -Round 36" L= 20.0' Device Routing Invert Outlet Devices #1 Primary 256.65' 15.0" Round CMP _Round 15" L= 7.5' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 256.65'/ 256.60' S= 0.00677' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=2.12 cfs @ 11.98 hrs HW=257.58' (Free Discharge) L1=CMP_Round 15" (Barrel Controls 2.12 cfs @ 2.99 fps) Summary for Link A: DESIGN POINT Inflow Area = 4.771 ac, 28.37% Impervious, Inflow Depth = 1.28" for 1 00y event Inflow = 3.12 cfs @ 12.67 hrs, Volume= 0.510 of Primary = 3.12 cfs @ 12.67 hrs, Volume= 0.510 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs