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20190084 Regatta View Phase 3 Stormwater Narrative 5-29-18 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 Mav 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 Chambers 6 5.2 Stormwater Management Area #2—Underground Infiltration Chambers 7 5.3 Stormwater Management Area #3—Porous Pavement 8 5.4 Stormwater Management Area #4—Dry Swale 9 5.5 NYS Unified Stormwater Sizing Criteria 9 5.5.1 Water Quality(WQj 10 5.5.2 Runoff Reduction Volume(RRv) 11 5.5.3 Channel Protection (Cpv) 13 5.5.4 Overbank Flood(Qp) 14 5.5.5 Extreme Storm (Qi) 15 6.0 Pipe Sizing 15 7.0 Summary 16 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 2.54 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 which will provide a total storage volume on the order of 0.14 acre-feet and porous pavement which will provide a total storage volume on the order of 0.23 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 also analyzed using HydroCAD. Thirteen (13) subcatchments were used to represent the post development drainage conditions of the site. Site improvements to the property will consist of constructing a 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, porous pavement and a dry swale. 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 70. The HydroCAD model results for the post-development conditions are included within Attachment B. 5.1 Stormwater Management Area#1 —Underground Infiltration Chambers 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 0.75 acres with approximately 0.38 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 an acceptable infiltration practice 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 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 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. 100 Year Storm Runoff Volume contributing to SMA#1: 0.182 Acre-Feet Infiltration Rate: 10 Inches/Hour SMA#1 Surface Area: 41.5 Ft x 15.5 Ft = ^'643 Ft^2 Drainage Time = 0.182 Acre-Feet * 43,560 Ft^2/Acre = 7,928 Ft^3 7,928 Ft^3/643 Ft^2 = 12.33 Ft 12.33 Ft * 12 I n/1 Ft = 148 I n. 148 In/10 Inches/Hour = "'14.8 Hours to drain 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 for stormwater events up to the 25-Year design storm 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 1.03 acres with approximately 0.47 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 an acceptable infiltration practice 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. 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 100 Year Storm Runoff Volume contributing to SMA#1: 0.227 Acre-Feet Infiltration Rate: 10 Inches/Hour SMA#2 Surface Area: 89.0 Ft x 20.5 Ft = ^'1,825 Ft^2 Drainage Time = 0.227 Acre-Feet * 43,560 Ft^2/Acre = 9,888 Ft^3 9,888 Ft^3/1,825 Ft^2 = 5.42 Ft 5.42 Ft * 12 I n/1 Ft = 65 I n. 65 In/10 Inches/Hour = "'6.5 Hours to drain 5.3 Stormwater Management Area#3—Porous Pavement Stormwater Management Area #3 will provide treatment of stormwater runoff from the rooftops and driveways. Subcatchments 5S, 5S-P, 115 and 11S-P have been used to model the two typical types of lots. 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 1.51 acres with approximately 1.51 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. 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. 100 Year Storm Runoff Volume contributing to SMA#1: 0.064 Acre-Feet Infiltration Rate: 10 Inches/Hour SMA#3 Surface Area: 450 Ft^2 Drainage Time = 0.064 Acre-Feet * 43,560 Ft^2/Acre = 2787 Ft^3 2787 Ft^3/450 Ft^2 = 6.2 Ft 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 6.2 Ft * 12 In/Ft = 74.5 In 74.5 In / 10 Inches/Hour = "'7.5 Hours to Drain 5.4 Stormwater Management Area#4—Dry Swale Stormwater Management Area #4 (SMA) will provide runoff reduction for the stormwater runoff from the rear portions of lots and the paved pedestrian trail. The stormwater runoff will sheet flow to the shallow dry swale, where it will attenuate and infiltrate. The contributing area to SMA#4 includes approximately 2.42 acres with approximately 0.21 acres of impervious area. SMA#4 has been designed as a dry swale. Chapter 3 of the Manual recognizes dry swales as an acceptable stormwater management practice for water quality treatment with runoff reduction capacity. Dry swales 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. 100 Year Storm Runoff Volume contributing to SMA#4: 0.129 Acre-Feet Infiltration Rate: 10 Inches/Hour SMA#4 Bottom Surface Area: 1750 Ft^2 Drainage Time = 0.129 Acre-Feet * 43,560 Ft^2/Acre = 5619 Ft^3 5619 Ft^3/1750 Ft^2 = 3.21 Ft 3.21 * 12 In/Ft = 50 In 50 In / 10 Inches/Hour = "'5 Hours to Drain 5.5 NYS Unified Stormwater Sizing Criteria The proposed post-development site conditions were analyzed using Applied Microcomputer Systems' "HydroCAD" computer modeling program, the results have been included with this report. A technical description of the HydroCAD stormwater modeling program was provided in a previous section. 9 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518)371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN PARTNERSHIP,LLP. Shaping the physical environment The contributing area of each stormwater management area is identified on Figure 3. The post- development stormwater management system has been designed based on the Unified Stormwater Sizing Criteria as described in the following sections. 5.5.1 Water Quality(WQv) In general, small storm events and the initial runoff from larger storm events are an environmental concern as this stormwater runoff typically contains roadway pollutants and thermal energy stored by the asphalt. In accordance with the NYS Stormwater Management Design Manual, this initial runoff is designated as the Water Quality Volume (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 systems, 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 1 is percent impervious cover A = site area (acres), impervious area used with I = 100% Table 2: Required Water Quality Volume Drainage P Rv A (SF) Required ed Q„(c R it W f) Area SMA#1 1.15 0.50 32,591 1,575 SMA#2 1.15 0.44 27,726 1,989 SMA#3 1.15 0.95 64,992 5,912 SMA#4 1.15 0.08 105,189 1,261 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 systems. The proposed treatment train includes the use of ADS Water Quality Units, the StormTech Isolator 10 900 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 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 0.13 2 37,568 15,506 22,062 3620WQA 1.50 0.11 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. 5.5.2 Runoff Reduction Volume (RRv) The NYS Stormwater Design Manual specifies that runoff shall be reduced by 100% of the site WQv using standard SMPs with RRv capacity and green infrastructure techniques. The proposed project area on the site is approximately 6.57 acres. The total watershed area for analysis is 5.69 acres, with a total post-development impervious area on the order of 2.54 acres (44.67%). The resulting WQv for these site coverages is computed as 10,737 CF. Runoff reduction will be provided by a combination of standard SMP's with RRv capacity and green infrastructure. 5.5.2.1 Storm water Management Practices (SMP's) 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. 5.5.2.2 Green Infrastructure Practices The project proposes the use of porous pavement and conservation of natural areas in order to provide runoff reduction. 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 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 1,575 SMA#2 1,989 SMA#3 5,912 SMA#4 505 Conservation of Natural Areas 756 Total Site Reduction 10,737 Required WQv 10,737 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. 12 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518)371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN PARTNERSHIP,LLP. Shaping the physical environment Table 5: Non-Feasible Green Infrastructure Practices Green Infrastructure Reason use is not feasible Practice Sheetflow to Riparian No streams or rivers exist on site Buffers or Filter Strips Tree Planting/Tree Box Trees will be planted on site but their contribution to RRv reduction is minimal Disconnection of Runoff from Rooftops will be directed to Porous Pavement Areas Rooftop Runoff Stream Daylighting No streams exist on 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 Stormwater planters would require greater maintenance compared to the methods currently implemented for runoff reduction. Rain Barrels/Cisterns Rain Barrels/Cisterns would require greater maintenance compared to the methods currently implemented for runoff reduction. 5.5.3 Channel Protection (Cp,) In accordance with the NYS Stormwater Management Design Manual, stream channel protection, designed to protect stream channels from erosion, is accomplished by providing 24-hour extended detention of the one-year, 24-hour storm event. The Cp„ requirement is typically satisfied by providing additional storage above the water quality (WQv) volume. The one-year storm event was analyzed using the HydroCAD stormwater modeling program (TR-20) under the post development drainage conditions shown on Figure 3. Using a one-year, 24-hour design storm of 2.15 inches the required Cp„was calculated as presented in Table 6. 13 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518)371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. Shaping the physical environment Table 6: Channel Protection Volume Summary 5.5.4 Overbank Flood (Qp) Overbank Flood Control Criteria has been established to limit the frequency and magnitude of out -of -bank flooding generated through changes in runoff characteristics as a result of increased impervious surface area. In accordance with the 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 Design Point 1 -Year Design Storm (in) Required Cps (ft3) Cps (provided) (ft3) SMA#1 2.15 740 21189 SMA#2 2.15 696 11891 SMA#3 2.15 10,280 18,738 SMA#4 2.15 0 0 5.5.4 Overbank Flood (Qp) Overbank Flood Control Criteria has been established to limit the frequency and magnitude of out -of -bank flooding generated through changes in runoff characteristics as a result of increased impervious surface area. In accordance with the 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 Design Point 10 -year (3.90"') runoff rate (cfs) Predevelopment Post -Development A 1.97 1.91 T (TOTAL) 1.97 1.91 14 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN elo PARTNERSHIP, LLP. Shaping the physical environment 5.5.5 Extreme Storm (Qf) In accordance with the NYS Stormwater Management Design Manual, the stormwater management system must attenuate the post development 100 -year, 24-hour peak discharge rate to the predevelopment rate while providing safe passage of this storm event. The 100 -year storm event was analyzed using the HydroCAD stormwater modeling program (TR -20) under the post -development drainage conditions shown in Figure 3. Using a 100 -year, 24-hour design storm of 6.25 inches, the 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 - 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 Design Point 100 -year (6.25"') runoff rate (cfs) Predevelopment Post -Development A 4.79 4.65 T (TOTAL) 4.79 4.65 6.0 Pipe Sizing The proposed storm sewer collection system was analyzed using HydroCAD. The pipes were sized using Mannings 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. 15 900 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 Table 9: Storm Sewer Pipe Sizing Catch Basin I.D. Pipe Size Pipe I Slope Pipe Capacity (cfs) 10 Year Flow o (cfs) Upstream Downstream CB#1 CB#2 12" 0.62% 3.05 0.72 CB#2 CB#8 12" 0.53% 2.82 1.55 CB#8 STM MH #1 12" 0.64% 3.10 1.55 STM MH #1 STM MH #2 12" 3.33% 7.07 1.27 CB#3 CB#4 12" 0.52% 2.79 0.48 CB#4 CB#5 15" 0.52% 2.79 1.03 CB#5 CB#6 15" 0.60% 3.00 1.03 CB#7 CB#6 12" 0.62% 3.05 0.33 CB#6 STM MH #3 15" 0.63% 3.07 1.80 STM M H #3 STM MH #4 15" 2.31% 5.88 1.41 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. 16 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. Shaping the physical environment Table 10: Post Development Stormwater Peak Discharge Rates Peak Discharge Rates in cfs 1 -Year Storm 10 -Year Storm 100 -Year Storm Pre -Development 0.38 1.97 4.79 Post -Development 0.37 1.91 4.65 Overall Reduction (cfs) 0.01 0.08 0.14 Through the implementation of acceptable stormwater management practices, recommended by the NYS Stormwater Management Design Manual, the proposed project will not adversely affect adjacent or downstream properties. Prepared by: The Environmental Design Partnership, LLP Stephanie Dar, P.E. 17 900 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 10.00, 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 18 900 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 19 900 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. Shaping the physical environment 1 II U o S 01 Lly f: Lake Ave I SITE LOCATION I Sa raloga N zitio na I Golf Club .::Z-- 4U La e Lonely 14440wbrook Rd 9 P.1, Fish C reek ur Long: -73.6236 Lat/ o -c T Lat: 42.0521 10 0.2 0.41ni Figure 1: Site Location Map 20 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edplip.com a QS 'Wy6T:6T:L0 6102 `91 A'oW 5MP'/113IA ylly❑3a1 a31y/`1Wa❑1S\pal!n4-aQ\❑l` cl-SO\ma!^ n4-4-n6ad STS\any uo!u❑ - d6 a4-noa\sbu!jdS oboq,of oS\y❑❑jVaVS\:o 9L LL£ X865) 8 WZ 66 M3901D0 0£-ZMVS'081, m H MMOA M3N SONIUdS VOO.LVMVS =10 AllO W W A1Nnoo voo.L mvs d6 3.Lnou SAN - 3" NOINn N £ ASVHd ' J o N z z W a o - 9 Nf All Nf - MA I A NflINf 0 all � � w >0 w A11Nnwwoo lVI1N3a1S3M a3SOdOMd cn U) o y ¢/ y ���avai av3Na \s ay� IY� E� 0 � \ \ EOGG 0 0 /i Z9Z LU U S O z z o w w ZLU ¢ LJ w vz v Z a Y m0 m FO w d Lu Enm N N o o I I L� 1 I �I i i� Z9Z- II I I \ I II W I Q N I f III i i / � a za / IC �^ -------------- �U QS 'Wy90:00:L0 6TO2 '62 A'oW 5MP'/113IA ylly❑3a1 a31y/`1Wa❑1S\pal!n4-aQ\❑l` cl-SO\ma!^ n4-4-n6ad STS\any uo!u❑ - d6 a4-noa\sbu!jdS oboq,of oS\y❑❑jVaVS\:o ENVIRONMENTAL DESIGN ect) PARTNERSHIP, LLP. Shaping the physical environment Attachment A Water Quality Calculation 21 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com Runoff Reduction Volume (RRv) Calculations oD D Project: REGATTA VIEW ENVIRONMENTAL DESIGN Date: 10/9/2018 PARTNERSHIP, LLP 900 Route 146 Clifton Park, New York 12065 Phone: (518) 371-7621 FAX: (518) 371-9540 Total Project Site Area= 6.57 acres P = 1.15 in Total Watershed Area = 5.69 acres WQv = 101737 cf Impervious Area= 44.67 % Rv = 0.452 Green Infrastructure Conservation of Natural Areas11 Area to Remain Total Area Remaining Undisturbed (acres) (Acres) I (%) Rv WQv Reduction (cf) 0.40 5.29 0.45 0.45 9 981 756 Q:\SARATOGA\Saratoga Springs\Route 9P -Union Ave\515 Regatta View\06-Engineering\STORM\28-FT Roadway -Regatta View\RRv-Calcs REGATTA - 28 FT ROADWAY.xIs 5/23/2019 ENVIRONMENTAL DESIGN ept) PARTNERSHIP, LLP. Shaping the physical environment Attachment B Stormwater Modeling Calculations 22 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com Al /4\P 1S A _ REGATTA VIEW DESIGN POINT CULVERT Subcat Reach Pond Link Routing Diagram for PRE REGATTA VIEW u bc)at Reach 4Po 4nd Prepared by The Environmental Design Partnership, Printed 5/17/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ PRE REGATTA VIEW Prepared by The Environmental Design Partnership Printed 5/17/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC 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-Engineering\STORM\ PRE REGATTA VIEW Prepared by The Environmental Design Partnership Printed 5/17/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 7.800 HSG A 1 S, Al 0.000 HSG B 0.000 HSG C 0.000 HSG D 1.340 Other is 9.140 TOTAL AREA Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ PRE REGATTA VIEW Prepared by The Environmental Design Partnership Printed 5/17/2019 HydroCADO 10.00-20 s/n 10197 O 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 1.090 0.000 0.000 0.000 0.000 1.090 >75% Grass cover, Good 1S 0.000 0.000 0.000 0.000 1.340 1.340 Paved parking &roofs 1S 6.500 0.000 0.000 0.000 0.000 6.500 Woods, Good Al 0.210 0.000 0.000 0.000 0.000 0.210 Woods/grass comb., Fair Al 7.800 0.000 0.000 0.000 1.340 9.140 TOTAL AREA Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ PRE REGATTA VIEW Prepared by The Environmental Design Partnership Printed 5/17/2019 HvdroCADO 10.00-20 s/n 10197 © 2017 HvdroCAD Software Solutions LLC Paae 5 Pipe Listing (all nodes) Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Inside -Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 4P 256.80 256.15 80.0 0.0081 0.011 18.0 0.0 0.0 Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ PRE REGATTA VIEW Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 5/17/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC 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 Subcatchmentl S: - 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 CULVERT Peak Elev=257.07' Inflow=0.38 cfs 0.072 of 18.0" Round Culvert n=0.011 L=80.0' S=0.0081 T Outflow=0.38 cfs 0.072 of Link A: DESIGN POINT Inflow=0.38 cfs 0.072 of Primary=0.38 cfs 0.072 of Total Runoff Area = 9.140 ac Runoff Volume = 0.072 of Average Runoff Depth = 0.10" 85.34% Pervious = 7.800 ac 14.66% Impervious = 1.340 ac Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ PRE REGATTA VIEW Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 5/17/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC 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= 0.04 hrs Type II 24 -hr 1 yr 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 0.05 44.86% Pervious Area 1.340 34.1 11200 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, 0.0100 0.05 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 34.1 11200 0.0070 0.59 Shallow Concentrated Flow, 28.8 610 0.0050 Short Grass Pasture Kv= 7.0 fas 48.7 1, 300 Tota Summary for Subcatchment A1: - Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.04 hrs Type II 24 -hr 1 yr 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 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 P2= 2.50" 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 fas 64.7 870 Total Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ PRE REGATTA VIEW Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 5/17/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 8 Summary for Pond 4P: REGATTA VIEW CULVERT Inflow Area = 9.140 ac, 14.66% Impervious, Inflow Depth = 0.10" for 1 yr event Inflow = 0.38 cfs @ 12.59 hrs, Volume= 0.072 of Outflow = 0.38 cfs @ 12.59 hrs, Volume= 0.072 af, Atten= 0%, Lag= 0.0 min Primary = 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' 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=0.38 cfs @ 12.59 hrs HW=257.07' TW=0.00' (Dynamic Tailwater) Ll =Culvert (Inlet Controls 0.38 cfs @ 1.77 fps) Summary for Link A: DESIGN POINT Inflow Area = 9.140 ac, 14.66% Impervious, Inflow Depth = 0.10" for 1 yr event Inflow = 0.38 cfs @ 12.59 hrs, Volume= 0.072 of Primary = 0.38 cfs @ 12.59 hrs, Volume= 0.072 af, Atten= 0%, Lag= 0.0 min 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-Engineering\STORM\ PRE REGATTA VIEW Type 11 24 -hr 1 Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 5/17/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 9 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 Subcatchmentl S: - 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 CULVERT Peak Elev=257.44' Inflow=1.97 cfs 0.282 of 18.0" Round Culvert n=0.011 L=80.0' S=0.0081 T Outflow=1.97 cfs 0.282 of Link A: DESIGN POINT Inflow=1.97 cfs 0.282 of Primary=1.97 cfs 0.282 of Total Runoff Area = 9.140 ac Runoff Volume = 0.282 of Average Runoff Depth = 0.37" 85.34% Pervious = 7.800 ac 14.66% Impervious = 1.340 ac Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ PRE REGATTA VIEW Type 11 24 -hr 1 Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 5/17/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 10 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= 0.04 hrs 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 0.05 44.86% Pervious Area 1.340 34.1 11200 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, 0.0100 0.05 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 34.1 11200 0.0070 0.59 Shallow Concentrated Flow, 28.8 610 0.0050 Short Grass Pasture Kv= 7.0 fas 48.7 1, 300 Tota Summary for Subcatchment A1: - Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-100.00 hrs, dt= 0.04 hrs 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 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 P2= 2.50" 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 fas 64.7 870 Total Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ PRE REGATTA VIEW Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 5/17/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 12 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 Subcatchmentl S: - 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 CULVERT Peak Elev=257.89' Inflow=4.79 cfs 0.704 of 18.0" Round Culvert n=0.011 L=80.0' S=0.0081 T Outflow=4.79 cfs 0.704 of Link A: DESIGN POINT Inflow=4.79 cfs 0.704 of Primary=4.79 cfs 0.704 of Total Runoff Area = 9.140 ac Runoff Volume = 0.704 of Average Runoff Depth = 0.92" 85.34% Pervious = 7.800 ac 14.66% Impervious = 1.340 ac Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ PRE REGATTA VIEW Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 5/17/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 13 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= 0.04 hrs Type II 24 -hr 1 00y 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 0.05 44.86% Pervious Area 1.340 34.1 11200 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, 0.0100 0.05 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 34.1 11200 0.0070 0.59 Shallow Concentrated Flow, 28.8 610 0.0050 Short Grass Pasture Kv= 7.0 fas 48.7 1, 300 Tota Summary for Subcatchment A1: - 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= 0.04 hrs Type II 24 -hr 1 00y 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 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 P2= 2.50" 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 fas 64.7 870 Total Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ PRE REGATTA VIEW Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 5/17/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 14 Summary for Pond 4P: REGATTA VIEW CULVERT Inflow Area = 9.140 ac, 14.66% Impervious, Inflow Depth= 0.92" for 1 00y event Inflow = 4.79 cfs @ 12.49 hrs, Volume= 0.704 of Outflow = 4.79 cfs @ 12.49 hrs, Volume= 0.704 af, Atten= 0%, Lag= 0.0 min Primary = 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' 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=4.79 cfs @ 12.49 hrs HW=257.88' TW=0.00' (Dynamic Tailwater) Ll =Culvert (Barrel Controls 4.79 cfs @ 4.89 fps) Summary for Link A: DESIGN POINT Inflow Area = 9.140 ac, 14.66% Impervious, Inflow Depth= 0.92" for 1 00y event Inflow = 4.79 cfs @ 12.49 hrs, Volume= 0.704 of Primary = 4.79 cfs @ 12.49 hrs, Volume= 0.704 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.04 hrs 11S 5S Typical Rooftop (1 Units) Typical Rooftop (10 Units) 11 S -P Typical Driveway (14 5S -P 12P 15P Units) Typical Driveway (10 Porous Driveway (SMA Porous Driveway (SMA Units) #3) #3) 1S 2S CB #1 CB\B2 S1 TM I H #1 I 1 I Q1 I I WATER QUALITY T �l #1 CB S2 i STM MH #2 ANF1 SMA #1 Subcat Reachon Link On -Site Depression 1OS - SMA#4 REGATTA VIEW DESIGN POINT CULVERT 4S 3S #3 cB #5 SLD CVR 7S cB 6S S3 - STM MH #4 cB Q2 S4 WATER QUALITY UNIT STM MH #4 #2 N F2 SMA #2 Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (su bcatch ment-n umbers) 4.346 39 >75% Grass cover, Good, HSG A (1S, 2S, 3S, 4S, 6S, 7S, 8S, 9S, 10S) 2.299 98 Paved parking, HSG A (2S, 3S, 4S, 5S, 5S -P, 6S, 7S, 9S, 10S, 11 S, 11 S -P) 0.180 98 Unconnected pavement, HSG A (1 S) 0.894 30 Woods, Good, HSG A (8S, 9S) 7.719 57 TOTAL AREA Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 7.719 HSG A 1 S, 2S, 3S, 4S, 5S, 5S -P, 6S, 7S, 8S, 9S, 10S, 11 S, 11 S -P 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 7.719 TOTAL AREA Q:\SARATOGA\Saratoga Springs\Route 9P -Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 O 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 4.346 0.000 0.000 0.000 0.000 4.346 >75% Grass cover, Good 1S, 2S, 3S, 4S, 6S, 7S, 8S, 9S, 10S 2.299 0.000 0.000 0.000 0.000 2.299 Paved parking 2S, 3S, 4S, 5S, 5S -P, 6S, 7S, 9S, 10S, 11S, 11S -P 0.180 0.000 0.000 0.000 0.000 0.180 Unconnected pavement 1S 0.894 0.000 0.000 0.000 0.000 0.894 Woods, Good 8S, 9S 7.719 0.000 0.000 0.000 0.000 7.719 TOTAL AREA Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Prepared by The Environmental Design Partnership Printed 5/23/2019 HvdroCADO 10.00-20 s/n 10197 © 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 24.0 0.0062 0.012 12.0 0.0 0.0 2 #2 257.85 257.25 113.0 0.0053 0.012 12.0 0.0 0.0 3 #3 258.40 258.25 22.0 0.0068 0.012 12.0 0.0 0.0 4 #4 258.00 257.50 97.0 0.0052 0.012 15.0 0.0 0.0 5 #5 257.50 256.75 125.0 0.0060 0.012 15.0 0.0 0.0 6 #6 256.75 256.70 8.0 0.0063 0.012 15.0 0.0 0.0 7 #7 256.90 256.75 24.0 0.0062 0.012 15.0 0.0 0.0 8 #8 257.25 257.00 39.0 0.0064 0.012 12.0 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 257.50 256.70 24.0 0.0333 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 - 28 FT RDWAY Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 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=15.985 sf 48.99% Impervious Runoff Depth=0.25" Tc=6.0 min CN=68 Runoff=0.11 cfs 0.008 of Subcatchment2S: - Runoff Area=16.606 sf 51.82% Impervious Runoff Depth=0.30" Tc=6.0 min CN=70 Runoff=0.16 cfs 0.010 of Subcatchment3S: - Runoff Area=12.944 sf 44.16% Impervious Runoff Depth=0.18" Tc=6.0 min CN=65 Runoff=0.05 cfs 0.004 of Subcatchment4S: - Runoff Area=14.782 sf 43.53% Impervious Runoff Depth=0.18" Tc=6.0 min CN=65 Runoff=0.05 cfs 0.005 of Subcatchment5S: Typical Rooftop (10 Runoff Area=2,000 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: Typical Driveway (10 Runoff Area=890 sf 100.00% Impervious Runoff Depth=1.92" Tc=347.0 min CN=98 Runoff=0.01 cfs 0.003 of Subcatchment6S: - Runoff Area=7,253 sf 58.89% Impervious Runoff Depth=0.42" Tc=6.0 min CN=74 Runoff=0.11 cfs 0.006 of Subcatchment7S: - Runoff Area=10.070 sf 40.82% Impervious Runoff Depth=0.14" Tc=6.0 min CN=63 Runoff=0.02 cfs 0.003 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=105.189 sf 8.34% Impervious Runoff Depth=0.00" Flow Length=123' Tc=15.5 min CN=41 Runoff=0.00 cfs 0.000 of Subcatchmentl OS: - Runoff Area=102.610 sf 55.32% Impervious Runoff Depth=0.36" Flow Length=1,300' Tc=48.7 min CN=72 Runoff=0.37 cfs 0.070 of Subcatchmentl 1 S: Typical Rooftop (14 Runoff Area=2,250 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 Subcatchmentl 1 S -P: Typical Driveway Runoff Area=323 sf 100.00% Impervious Runoff Depth=1.92" Tc=347.0 min CN=98 Runoff=0.00 cfs 0.001 of Pond #1: - Peak Elev=258.18' Inflow=0.11 cfs 0.008 of 12.0" Round Culvert n=0.012 L=24.0' S=0.0062 T Outflow=0.11 cfs 0.008 of Pond #2: - Peak Elev=258.13' Inflow=0.27 cfs 0.017 of 12.0" Round Culvert n=0.012 L=113.0' S=0.0053'/' Outflow=0.27 cfs 0.017 of Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 7 Pond #3: - Peak Elev=258.52' Inflow=0.05 cfs 0.004 of 12.0" Round Culvert n=0.012 L=22.0' S=0.0068'/' Outflow=0.05 cfs 0.004 of Pond #4: - Peak Elev=258.17' Inflow=0.10 cfs 0.009 of 15.0" Round Culvert n=0.012 L=97.0' S=0.0052'/' Outflow=0.10 cfs 0.009 of Pond #5: SLD CVR Peak Elev=257.66' Inflow=0.10 cfs 0.009 of 15.0" Round Culvert n=0.012 L=125.0' S=0.0060'/' Outflow=0.10 cfs 0.009 of Pond #6: - Peak EIev=257.01' Inflow=0.23 cfs 0.018 of 15.0" Round Culvert n=0.012 L=8.0' S=0.0063'/' Outflow=0.23 cfs 0.018 of Pond #7: - Peak Elev=256.97' Inflow=0.02 cfs 0.003 of 15.0" Round Culvert n=0.012 L=24.0' S=0.0062'/' Outflow=0.02 cfs 0.003 of Pond #8: - Peak Elev=257.54' Inflow=0.27 cfs 0.017 of 12.0" Round Culvert n=0.012 L=39.0' S=0.0064'/' Outflow=0.27 cfs 0.017 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 12P: Porous Driveway (SMA #3) Peak EIev=260.26' Storage=4 cf Inflow=0.13 cfs 0.011 of Outflow=0.13 cfs 0.011 of Pond 15P: Porous Driveway (SMA #3) Peak EIev=260.41' Storage=25 cf Inflow=0.15 cfs 0.009 of Outflow=0.10 cfs 0.009 of Pond EXT: REGATTAVIEW CULVERT Peak EIev=257.06' Inflow=0.37 cfs 0.070 of 18.0" Round Culvert n=0.011 L=80.0' S=0.0081 '/' Outflow=0.37 cfs 0.070 of Pond INF1: SMA#1 Peak Elev=254.37' Storage=41 cf Inflow=0.26 cfs 0.017 of Outflow=0.15 cfs 0.017 of Pond INF2: SMA#2 Peak Elev=255.49' Storage=12 cf Inflow=0.17 cfs 0.016 of Outflow=0.19 cfs 0.016 of Pond INF3: SMA#4 Peak EIev=258.00' Storage=0 cf Inflow=0.00 cfs 0.000 of Discarded=0.00 cfs 0.000 of Primary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Pond S1: STM MH #1 Peak Elev=257.32' Inflow=0.27 cfs 0.017 of Primary=0.27 cfs 0.017 of Secondary=0.00 cfs 0.000 of Outflow=0.27 cfs 0.017 of Pond S2: STM MH #2 Peak Elev=255.28' Inflow=0.26 cfs 0.017 of 24.0" Round Culvert n=0.012 L=6.0' S=0.0000'/' Outflow=0.26 cfs 0.017 of Pond S3: STM MH #4 Peak Elev=256.99' Inflow=0.23 cfs 0.018 of Primary=0.23 cfs 0.018 of Secondary=0.00 cfs 0.000 of Outflow=0.23 cfs 0.018 of Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 8 Pond S4: STM MH #4 Peak Elev=256.23' Inflow=0.17 cfs 0.016 of 24.0" Round Culvert n=0.012 L=3.0' S=0.0000'/' Outflow=0.17 cfs 0.016 of Pond WQ1: WATERQUALITYUNIT #1 Peak Elev=257.25' Storage=14 cf Inflow=0.27 cfs 0.017 of 12.0" Round Culvert n=0.012 L=3.0' S=0.0167'/' Outflow=0.26 cfs 0.017 of Pond WQ2: WATERQUALITYUNIT #2 Peak Elev=256.88' Storage=111 cf Inflow=0.23 cfs 0.018 of 15.0" Round Culvert n=0.012 L=7.5' S=0.0067'/' Outflow=0.17 cfs 0.016 of Link A: DESIGN POINT Inflow=0.37 cfs 0.070 of Primary=0.37 cfs 0.070 of Total Runoff Area = 7.719 ac Runoff Volume = 0.125 of Average Runoff Depth = 0.19" 67.89% Pervious = 5.240 ac 32.11% Impervious= 2.479 ac Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 1S: - Runoff = 0.11 cfs @ 12.00 hrs, Volume= 0.008 af, Depth= 0.25" 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 71831 98 Unconnected pavement, HSG A 81154 39 >75% Grass cover, Good, HSG A 151985 68 Weighted Average 81154 51.01% Pervious Area 71831 48.99% Impervious Area 71831 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 = 0.16 cfs @ 12.00 hrs, Volume= 0.010 af, Depth= 0.30" 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 81606 98 Paved parking, HSG A 81000 39 >75% Grass cover, Good, HSG A 161606 70 Weighted Average 81000 48.18% Pervious Area 81606 51.82% 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 = 0.05 cfs @ 12.02 hrs, Volume= 0.004 af, Depth= 0.18" 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 - 28 FT RDWAY Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 10 Area (sfl CN Description 51716 98 Paved parking, HSG A 71228 39 >75% Grass cover, Good, HSG A 121944 65 Weighted Average 71228 55.84% Pervious Area 51716 44.16% 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 = 0.05 cfs @ 12.02 hrs, Volume= 0.005 af, Depth= 0.18" 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 61435 98 Paved parking, HSG A 81347 39 >75% Grass cover, Good, HSG A 141782 65 Weighted Average 81347 56.47% Pervious Area 61435 43.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, DIRECT Summary for Subcatchment 5S: Typical Rooftop (10 Units) 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 21000 98 Paved parking, HSG A 21000 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 - 28 FT RDWAY Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 5S -P: Typical Driveway (10 Units) 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 890 98 Paved parking, HSG A 890 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 347.0 Direct Entry, Porous Pavement Summary for Subcatchment 6S: - Runoff = 0.11 cfs @ 11.99 hrs, Volume= 0.006 af, Depth= 0.42" 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 41271 98 Paved parking, HSG A 21982 39 >75% Grass cover, Good, HSG A 71253 74 Weighted Average 21982 41.11 % Pervious Area 41271 58.89% 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 = 0.02 cfs @ 12.03 hrs, Volume= 0.003 af, Depth= 0.14" 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 41111 98 Paved parking, HSG A 51959 39 >75% Grass cover, Good, HSG A 101070 63 Weighted Average 51959 59.18% Pervious Area 41111 40.82% Impervious Area Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 12 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 II 24 -hr 1 yr Rainfall=2.15" Area (sfl 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 = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 yr Rainfall=2.15" Area (sfl CN Description 81776 98 Paved parking, HSG A 641619 39 >75% Grass cover, Good, HSG A 311794 30 Woods, Good, HSG A 1051189 41 Weighted Average 961413 91.66% Pervious Area 81776 8.34% 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" 0.9 23 0.0070 0.42 Shallow Concentrated Flow, Shallow Woodland Kv= 5.0 fqs 15.5 123 Total Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 14 Area (sf) CN Description 323 98 Paved parking, HSG A 323 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 347.0 Direct Entry, Porous Pavement Summary for Pond #1: - Inflow Area = 0.367 ac, 48.99% Impervious, Inflow Depth = 0.25" for 1 yr event Inflow = 0.11 cfs @ 12.00 hrs, Volume= 0.008 of Outflow = 0.11 cfs @ 12.00 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Primary = 0.11 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= 258.18'@ 12.00 hrs Device Routing Invert Outlet Devices #1 Primary 258.00' 12.0" Round CMP -Round 12" L= 24.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 258.00'/ 257.85' S= 0.00627' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.11 cfs @ 12.00 hrs HW=258.18' (Free Discharge) L1=CMP_Round 12" (Barrel Controls 0.11 cfs @ 1.72 fps) Summary for Pond #2: - Inflow Area = 0.748 ac, 50.43% Impervious, Inflow Depth = 0.27" for 1 yr event Inflow = 0.27 cfs @ 12.00 hrs, Volume= 0.017 of Outflow = 0.27 cfs @ 12.00 hrs, Volume= 0.017 af, Atten= 0%, Lag= 0.0 min Primary = 0.27 cfs @ 12.00 hrs, Volume= 0.017 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 258.13'@ 12.00 hrs Device Routing Invert Outlet Devices #1 Primary 257.85' 12.0" Round CMP -Round 12" L= 113.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 257.85'/ 257.25' S= 0.00537' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.27 cfs @ 12.00 hrs HW=258.13' (Free Discharge) L1=CMP_Round 12" (Barrel Controls 0.27 cfs @ 2.20 fps) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 15 Inflow Area = 0.297 ac, Inflow = 0.05 cfs @ Outflow = 0.05 cfs @ Primary = 0.05 cfs @ Summary for Pond #3: - 44.16% Impervious, Inflow Depth = 0.18" 12.02 hrs, Vol u me= 0.004 of 12.02 hrs, Vol u me= 0.004 af, 12.02 hrs, Vol u me= 0.004 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 258.52'@ 12.02 hrs for 1 yr event Atten= 0%, Lag= 0.0 min Device Routing Invert Outlet Devices #1 Primary 258.40' 12.0" Round CMP -Round 12" L= 22.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 258.40'/ 258.25' S= 0.00687' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.04 cfs @ 12.02 hrs HW=258.51' (Free Discharge) L1=CMP_Round 12" (Barrel Controls 0.04 cfs @ 1.38 fps) Inflow Area = 0.637 ac, Inflow = 0.10 cfs @ Outflow = 0.10 cfs @ Primary = 0.10 cfs @ Summary for Pond #4: - 43.83% Impervious, Inflow Depth = 0.18" 12.02 hrs, Vol u me= 0.009 of 12.02 hrs, Vol u me= 0.009 af, 12.02 hrs, Vol u me= 0.009 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 258.17'@ 12.02 hrs for 1 yr event Atten= 0%, Lag= 0.0 min Device Routing Invert Outlet Devices #1 Primary 258.00' 15.0" Round CMP -Round 15" L= 97.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 258.00'/ 257.50' S= 0.00527' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=0.09 cfs @ 12.02 hrs HW=258.16' (Free Discharge) L1=CMP_Round 15" (Barrel Controls 0.09 cfs @ 1.57 fps) Inflow Area = 0.637 ac, Inflow = 0.10 cfs @ Outflow = 0.10 cfs @ Primary = 0.10 cfs @ Summary for Pond #5: SLD CVR 43.83% Impervious, Inflow Depth = 0.18" 12.02 hrs, Vol u me= 0.009 of 12.02 hrs, Vol u me= 0.009 af, 12.02 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 - 28 FT RDWAY Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 16 Peak Elev= 257.66'@ 12.02 hrs Device Routing Invert Outlet Devices #1 Primary 257.50' 15.0" Round CMP -Round 15" L= 125.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 257.50'/ 256.75' S= 0.00607' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=0.09 cfs @ 12.02 hrs HW=257.66' (Free Discharge) L1=CMP_Round 15" (Inlet Controls 0.09 cfs @ 1.06 fps) Inflow Area = 1.034 ac, Inflow = 0.23 cfs @ Outflow = 0.23 cfs @ Primary = 0.23 cfs @ Summary for Pond #6: - 45.58% Impervious, Inflow Depth = 0.21" 12.01 hrs, Volume= 0.018 of 12.01 hrs, Volume= 0.018 af, 12.01 hrs, Volume= 0.018 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.01'@ 12.01 hrs for 1 yr event Atten= 0%, Lag= 0.0 min Device Routing Invert Outlet Devices #1 Primary 256.75' 15.0" Round CMP -Round 15" L= 8.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 256.75'/ 256.70' S= 0.00637' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=0.22 cfs @ 12.01 hrs HW=257.00' (Free Discharge) L1=CMP_Round 15" (Barrel Controls 0.22 cfs @ 1.87 fps) Inflow Area = 0.231 ac, Inflow = 0.02 cfs @ Outflow = 0.02 cfs @ Primary = 0.02 cfs @ Summary for Pond #7: - 40.82% Impervious, Inflow Depth = 0.14" 12.03 hrs, Vol u me= 0.003 of 12.03 hrs, Vol u me= 0.003 af, 12.03 hrs, Vol u me= 0.003 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 256.97'@ 12.03 hrs for 1 yr event Atten= 0%, Lag= 0.0 min Device Routing Invert Outlet Devices #1 Primary 256.90' 15.0" Round CMP -Round 15" L= 24.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 256.90'/ 256.75' S= 0.00627' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=0.02 cfs @ 12.03 hrs HW=256.97' (Free Discharge) L1=CMP_Round 15" (Barrel Controls 0.02 cfs @ 1.01 fps) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 17 Summary for Pond #8: - Inflow Area = 0.748 ac, 50.43% Impervious, Inflow Depth = 0.27" for 1 yr event Inflow = 0.27 cfs @ 12.00 hrs, Volume= 0.017 of Outflow = 0.27 cfs @ 12.00 hrs, Volume= 0.017 af, Atten= 0%, Lag= 0.0 min Primary = 0.27 cfs @ 12.00 hrs, Volume= 0.017 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.54'@ 12.00 hrs Device Routing Invert Outlet Devices #1 Primary 257.25' 12.0" Round CMP_Round 12" L= 39.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 257.25'/ 257.00' S= 0.00647' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.27 cfs @ 12.00 hrs HW=257.54' (Free Discharge) L1=CMP_Round 12" (Inlet Controls 0.27 cfs @ 1.44 fps) 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= 1,212 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 #1 261.00' 778 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 11212 228.0 0 0 11212 261.50 11926 247.0 778 778 11940 Device Routing Invert Outlet Devices #1 Discarded 261.00' 10.000 in/hr Exfiltration over Wetted area Phase -In= 0.01' Discarded OutFlow Max=0.00 cfs @0.00 hrs HW=261.00' (FreeDischarge) L1=Exfiltration (Controls 0.00 cfs) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 18 Summary for Pond 12P: Porous Driveway (SMA #3) Inflow Area = 0.066 ac,100.00% Impervious, Inflow Depth = 1.92" for 1 yr event Inflow = 0.13 cfs @ 11.96 hrs, Volume= 0.011 of Outflow = 0.13 cfs @ 11.97 hrs, Volume= 0.011 af, Atten= 1 %, Lag= 0.7 min Discarded = 0.13 cfs @ 11.97 hrs, Volume= 0.011 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 260.26'@ 11.97 hrs Surf.Area= 890 sf Storage= 4 cf Plug -Flow detention time= 0.5 min calculated for 0.011 of (100% of inflow) Center -of -Mass det. time= 0.5 min ( 860.4 - 859.9 ) Volume Invert Avail.Storage Storage Description #1 260.25' 623 cf Custom Stage Data (irregularyisted below (Recalc) 1,558 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) 260.25 890 156.0 0 0 890 262.00 890 156.0 11558 11558 11163 Device Routing Invert Outlet Devices #1 Discarded 260.25' 10.000 in/hr Exfiltration over Surface area Phase -In= 0.01' Discarded OutFlow Max=0.21 cfs @ 11.97 hrs HW=260.26' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.21 cfs) Summary for Pond 15P: Porous Driveway (SMA #3) Inflow Area = 0.059 ac,100.00% Impervious, Inflow Depth = 1.92" for 1 yr event Inflow = 0.15 cfs @ 11.96 hrs, Volume= 0.009 of Outflow = 0.10 cfs @ 12.04 hrs, Volume= 0.009 af, Atten= 37%, Lag= 4.9 min Discarded = 0.10 cfs @ 12.04 hrs, Volume= 0.009 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 260.41'@ 12.04 hrs Surf.Area= 400 sf Storage= 25 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 1.1 min (802.9 - 801.9 ) Volume Invert Avail.Storage Storage Description #1 260.25' 280 cf Custom Stage Data (irregularyisted below (Recalc) 700 cf Overall x 40.0% Voids Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 19 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 260.25 400 80.0 0 0 400 262.00 400 80.0 700 700 540 Device Routing Invert Outlet Devices #1 Discarded 260.25' 10.000 in/hr Exfiltration over Wetted area Phase -In= 0.01' Discarded OutFlow Max=0.10 cfs @ 12.04 hrs HW=260.40' (FreeDischarge) L1=Exfiltration (Exfiltration Controls 0.10 cfs) Summary for Pond EXT: REGATTA VIEW CULVERT Inflow Area = 4.770 ac, Inflow = 0.37 cfs @ Outflow = 0.37 cfs @ Primary = 0.37 cfs @ 31.54% Impervious, Inflow Depth = 0.18" 12.59 hrs, Vol u me= 0.070 of 12.59 hrs, Vol u me= 0.070 af, 12.59 hrs, Vol u me= 0.070 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.06'@ 12.59 hrs for 1 yr 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=0.37 cfs @ 12.59 hrs HW=257.06' (Free Discharge) Ll =Culvert (Inlet Controls 0.37 cfs @ 1.75 fps) Inflow Area = 0.748 ac, Inflow = 0.26 cfs @ Outflow = 0.15 cfs @ Discarded = 0.15 cfs @ Summary for Pond INF1: SMA #1 50.43% Impervious, Inflow Depth = 0.27" 12.01 hrs, Volume= 0.017 of 12.09 hrs, Vol u me= 0.017 af, 12.09 hrs, Volume= 0.017 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 254.37'@ 12.09 hrs Surf.Area= 647 sf Storage= 41 cf for 1 yr event Atten= 42%, Lag= 4.9 min Plug -Flow detention time= 6.3 min calculated for 0.017 of (99% of inflow) Center -of -Mass det. time= 2.2 min (924.1 - 921.9 ) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 20 Volume Invert Avail.Storage Storage Description #1A 254.25' 961 cf 15.58'W x 41.55'L x 5.50'H Field A (cubic -feet) (cubic -feet) (sq -ft) 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 48 261.50 968 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17' L = 110.0 cf 62 62 61960 Overall Size= 77.0"W x 45.0"H x 7.501 with 0.33' Overlap 51172 438.0 11396 2 Rows of 5 Chambers 151067 262.10 51607 Cap Storage= +14.9 cf x 2 x 2 rows = 59.6 cf #3 261.35' 1,997 cf Low Spot in Road (Irregular)Listed below (Recalc) #4 255.00' 11 cf 18.0" Round CMP -Round 18"Impervious 254.25' 10.000 in/hr Exfiltration over Wetted area L= 6.0' #5 254.00' 176 cf 4.00'D x 7.00'H Catch Basin Storagex 2 -Impervious 4,303 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 261.35 48 56.0 0 0 48 261.50 968 300.0 62 62 61960 262.00 51172 438.0 11396 11458 151067 262.10 51607 436.0 539 11997 151213 Device Routing Invert Outlet Devices #1 Discarded 254.25' 10.000 in/hr Exfiltration over Wetted area Phase -In= 0.01' Discarded OutFlow Max=0.15 cfs @ 12.09 hrs HW=254.37' (FreeDischarge) L1=Exfiltration (Exfiltration Controls 0.15 cfs) Summary for Pond INF2: SMA #2 Inflow Area = 1.034 ac, 45.58% Impervious, Inflow Depth = 0.18" for 1 yr event Inflow = 0.17 cfs @ 12.11 hrs, Volume= 0.016 of Outflow = 0.19 cfs @ 12.15 hrs, Volume= 0.016 af, Atten= 0%, Lag= 2.5 min Discarded = 0.19 cfs @ 12.15 hrs, Volume= 0.016 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 255.49' @ 12.15 hrs Surf.Area= 25 sf Storage= 12 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 12.8 min (982.6 - 969.8 ) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 21 Volume Invert Avail.Storage Storage Description #1A 255.50' 1,674 cf 20.50'W x 89.06'L x 3.50'H Field A (feet) (cubic -feet) (cubic -feet) 6,390 cf Overall - 2,205 cf Embedded = 4,185 cf x 40.0% Voids #2A 256.00' 2,205 cf ADS _StormTech SC -740 +Capx 48 Inside #1 0 25 260.20 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12' L = 45.9 cf 83.0 16 16 Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap 260.70 51768 417.0 4 Rows of 12 Chambers #3 260.05' 4,204 cf Custom Stage Data (irregularyisted below (Recalc) #4 256.00' 19 cf 24.0" Round CMP -Round 24" Device Routing Invert Outlet Devices L= 6.0' #5 255.00' 126 cf 4.00'D x 5.00'H Catch Basin Storagex 2 8,228 cf Total Available Storage Storage Group A created with Chamber Wizard 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 Device Routing Invert Outlet Devices #1 Discarded 255.00' 10.000 in/hr Exfiltration over Wetted area Phase -In= 0.01' Discarded OutFlow Max=0.01 cfs @ 12.15 hrs HW=255.49' (FreeDischarge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Summary for Pond INF3: SMA#4 Inflow Area = 2.415 ac, 8.34% 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 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= 258.00' @ 0.00 hrs Surf.Area= 1,750 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 #1 258.00' 505 cf Custom Stage Data (irregularyisted below (Recalc) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 22 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 258.00 11750 11800.0 0 0 11750 258.25 21300 11805.0 505 505 31254 Device Routing Invert Outlet Devices #1 Discarded 258.00' 10.000 in/hr Exfiltration over Wetted area Phase -In= 0.01' #2 Primary 258.25' 900.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.00 cfs @0.00 hrs HW=258.00' (FreeDischarge) L1=Exfiltration (Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @0.00 hrs HW=258.00' (FreeDischarge) L2= Broad -Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond S1: STM MH #1 Inflow Area = 0.748 ac, 50.43% Impervious, Inflow Depth = 0.27" for 1 yr event Inflow = 0.27 cfs @ 12.00 hrs, Volume= 0.017 of Outflow = 0.27 cfs @ 12.00 hrs, Volume= 0.017 af, Atten= 0%, Lag= 0.0 min Primary = 0.27 cfs @ 12.00 hrs, Volume= 0.017 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= 257.32'@ 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= 24.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 257.50'/ 256.70' S= 0.03337' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.27 cfs @ 12.00 hrs HW=257.32' (Free Discharge) Ll =Culvert (Barrel Controls 0.27 cfs @ 2.07 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 - 28 FT RDWAY Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 23 Summary for Pond S2: STM MH #2 Inflow Area = 0.748 ac, 50.43% Impervious, Inflow Depth = 0.27" for 1 yr event Inflow = 0.26 cfs @ 12.01 hrs, Volume= 0.017 of Outflow = 0.26 cfs @ 12.01 hrs, Volume= 0.017 af, Atten= 0%, Lag= 0.0 min Primary = 0.26 cfs @ 12.01 hrs, Volume= 0.017 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 255.28'@ 12.01 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=0.25 cfs @ 12.01 hrs HW=255.27' (Free Discharge) L1=CMP_Round 24" (Barrel Controls 0.25 cfs @ 1.52 fps) Summary for Pond S3: STM MH #4 Inflow Area = 1.034 ac, 45.58% Impervious, Inflow Depth = 0.21" for 1 yr event Inflow = 0.23 cfs @ 12.01 hrs, Volume= 0.018 of Outflow = 0.23 cfs @ 12.01 hrs, Volume= 0.018 af, Atten= 0%, Lag= 0.0 min Primary = 0.23 cfs @ 12.01 hrs, Volume= 0.018 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= 256.99'@ 12.01 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=0.22 cfs @ 12.01 hrs HW=256.99' (Free Discharge) Ll =Culvert (Barrel Controls 0.22 cfs @ 1.97 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 - 28 FT RDWAY Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 24 Summary for Pond S4: STM MH #4 Inflow Area = 1.034 ac, 45.58% Impervious, Inflow Depth = 0.18" for 1 yr event Inflow = 0.17 cfs @ 12.11 hrs, Volume= 0.016 of Outflow = 0.17 cfs @ 12.11 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.0 min Primary = 0.17 cfs @ 12.11 hrs, Volume= 0.016 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 256.23'@ 12.11 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=0.15 cfs @ 12.11 hrs HW=256.22' (Free Discharge) L1=CMP_Round 24" (Barrel Controls 0.15 cfs @ 1.27 fps) Summary for Pond WQ1: WATER QUALITY UNIT #1 Inflow Area = 0.748 ac, 50.43% Impervious, Inflow Depth = 0.27" for 1 yr event Inflow = 0.27 cfs @ 12.00 hrs, Volume= 0.017 of Outflow = 0.26 cfs @ 12.01 hrs, Volume= 0.017 af, Atten= 2%, Lag= 0.5 min Primary = 0.26 cfs @ 12.01 hrs, Volume= 0.017 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.25'@ 12.01 hrs Surf.Area= 44 sf Storage= 14 cf Plug -Flow detention time= 5.0 min calculated for 0.017 of (100% of inflow) Center -of -Mass det. time= 2.8 min ( 921.9 - 919.2 ) 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=0.25 cfs @ 12.01 hrs HW=257.25' (Free Discharge) L1=CMP_Round 12" (Barrel Controls 0.25 cfs @ 1.96 fps) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type// 24 -hr 1 yr Rainfall=2.15" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 25 Summary for Pond WQ2: WATER QUALITY UNIT #2 Inflow Area = 1.034 ac, 45.58% Impervious, Inflow Depth = 0.21" for 1 yr event Inflow = 0.23 cfs @ 12.01 hrs, Volume= 0.018 of Outflow = 0.17 cfs @ 12.11 hrs, Volume= 0.016 af, Atten= 26%, Lag= 5.9 min Primary = 0.17 cfs @ 12.11 hrs, Volume= 0.016 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 256.88' @ 12.11 hrs Surf.Area= 53 sf Storage= 111 cf Plug -Flow detention time= 94.1 min calculated for 0.016 of (87% of inflow) Center -of -Mass det. time= 34.9 min ( 969.8 - 934.9 ) 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=0.15 cfs @ 12.11 hrs HW=256.87' (Free Discharge) L1=CMP_Round 15" (Barrel Controls 0.15 cfs @ 1.62 fps) Summary for Link A: DESIGN POINT Inflow Area = 4.770 ac, 31.54% Impervious, Inflow Depth = 0.18" for 1 yr event Inflow = 0.37 cfs @ 12.59 hrs, Volume= 0.070 of Primary = 0.37 cfs @ 12.59 hrs, Volume= 0.070 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 - 28 FT RDWAY Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 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=15.985 sf 48.99% Impervious Runoff Depth=1.14" Tc=6.0 min CN=68 Runoff=0.72 cfs 0.035 of Subcatchment2S: - Runoff Area=16.606 sf 51.82% Impervious Runoff Depth=1.26" Tc=6.0 min CN=70 Runoff=0.83 cfs 0.040 of Subcatchment3S: - Runoff Area=12.944 sf 44.16% Impervious Runoff Depth=0.97" Tc=6.0 min CN=65 Runoff=0.48 cfs 0.024 of Subcatchment4S: - Runoff Area=14.782 sf 43.53% Impervious Runoff Depth=0.97" Tc=6.0 min CN=65 Runoff=0.55 cfs 0.027 of Subcatchment5S: Typical Rooftop (10 Runoff Area=2,000 sf 100.00% Impervious Runoff Depth=3.67" Flow Length=20' Slope=0.0100 '/' Tc=6.0 min CN=98 Runoff=0.25 cfs 0.014 of Subcatchment5S-P: Typical Driveway (10 Runoff Area=890 sf 100.00% Impervious Runoff Depth=3.67" Tc=347.0 min CN=98 Runoff=0.01 cfs 0.006 of Subcatchment6S: - Runoff Area=7,253 sf 58.89% Impervious Runoff Depth=1.52" Tc=6.0 min CN=74 Runoff=0.44 cfs 0.021 of Subcatchment7S: - Runoff Area=10.070 sf 40.82% Impervious Runoff Depth=0.86" Tc=6.0 min CN=63 Runoff=0.33 cfs 0.017 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=105.189 sf 8.34% Impervious Runoff Depth=0.07" Flow Length=123' Tc=15.5 min CN=41 Runoff=0.02 cfs 0.014 of Subcatchmentl OS: - Runoff Area=102.610 sf 55.32% Impervious Runoff Depth=1.39" Flow Length=1,300' Tc=48.7 min CN=72 Runoff=1.91 cfs 0.273 of Subcatchmentl 1 S: Typical Rooftop (14 Runoff Area=2,250 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 Subcatchmentl 1 S -P: Typical Driveway Runoff Area=323 sf 100.00% Impervious Runoff Depth=3.67" Tc=347.0 min CN=98 Runoff=0.00 cfs 0.002 of Pond #1: - Peak Elev=258.49' Inflow=0.72 cfs 0.035 of 12.0" Round Culvert n=0.012 L=24.0' S=0.0062'/' Outflow=0.72 cfs 0.035 of Pond #2: - Peak Elev=258.59' Inflow=1.55 cfs 0.075 of 12.0" Round Culvert n=0.012 L=113.0' S=0.0053'/' Outflow=1.55 cfs 0.075 of Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 27 Pond #3: - Peak Elev=258.79' Inflow=0.48 cfs 0.024 of 12.0" Round Culvert n=0.012 L=22.0' S=0.0068'/' Outflow=0.48 cfs 0.024 of Pond #4: - Peak Elev=258.54' Inflow=1.03 cfs 0.052 of 15.0" Round Culvert n=0.012 L=97.0' S=0.0052'/' Outflow=1.03 cfs 0.052 of Pond #5: SLD CVR Peak EIev=258.05' Inflow=1.03 cfs 0.052 of 15.0" Round Culvert n=0.012 L=125.0' S=0.0060'/' Outflow=1.03 cfs 0.052 of Pond #6: - Peak Elev=257.55' Inflow=1.80 cfs 0.089 of 15.0" Round Culvert n=0.012 L=8.0' S=0.0063'/' Outflow=1.80 cfs 0.089 of Pond #7: - Peak EIev=257.20' Inflow=0.33 cfs 0.017 of 15.0" Round Culvert n=0.012 L=24.0' S=0.0062'/' Outflow=0.33 cfs 0.017 of Pond #8: - Peak EIev=258.04' Inflow=1.55 cfs 0.075 of 12.0" Round Culvert n=0.012 L=39.0' S=0.0064'/' Outflow=1.55 cfs 0.075 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 12P: Porous Driveway (SMA #3) Peak EIev=260.30' Storage=16 cf Inflow=0.25 cfs 0.020 of Outflow=0.21 cfs 0.020 of Pond 15P: Porous Driveway (SMA #3) Peak EIev=260.95' Storage=112 cf Inflow=0.28 cfs 0.018 of Outflow=0.11 cfs 0.018 of Pond EXT: REGATTAVI EW CULVERT Peak Elev=257.43' Inflow=1.91 cfs 0.273 of 18.0" Round Culvert n=0.011 L=80.0' S=0.0081 '/' Outflow=1.91 cfs 0.273 of Pond INF1: SMA#1 Peak Elev=256.43' Storage=993 cf Inflow=1.54 cfs 0.075 of Outflow=0.21 cfs 0.075 of Pond INF2: SMA#2 Peak Elev=256.25' Storage=774 cf Inflow=1.78 cfs 0.087 of Outflow=0.48 cfs 0.087 of Pond INF3: SMA#4 Peak EIev=258.00' Storage=1 cf Inflow=0.02 cfs 0.014 of Discarded=0.02 cfs 0.014 of Primary=0.00 cfs 0.000 of Outflow=0.02 cfs 0.014 of Pond S1: STM MH #1 Peak Elev=257.79' Inflow=1.55 cfs 0.075 of Primary=1.27 cfs 0.072 of Secondary=0.27 cfs 0.003 of Outflow=1.55 cfs 0.075 of Pond S2: STM MH #2 Peak Elev=255.66' Inflow=1.54 cfs 0.075 of 24.0" Round Culvert n=0.012 L=6.0' S=0.0000'/' Outflow=1.54 cfs 0.075 of Pond S3: STM MH #4 Peak Elev=257.55' Inflow=1.80 cfs 0.089 of Primary=1.41 cfs 0.085 of Secondary=0.38 cfs 0.004 of Outflow=1.80 cfs 0.089 of Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 28 Pond S4: STM MH #4 Peak Elev=256.75' Inflow=1.78 cfs 0.087 of 24.0" Round Culvert n=0.012 L=3.0' S=0.0000'/' Outflow=1.78 cfs 0.087 of Pond WQ1: WATERQUALITYUNIT #1 Peak Elev=257.70' Storage=37 cf Inflow=1.27 cfs 0.072 of 12.0" Round Culvert n=0.012 L=3.0' S=0.0167'/' Outflow=1.27 cfs 0.072 of Pond WQ2: WATERQUALITYUNIT #2 Peak Elev=257.38' Storage=134 cf Inflow=1.41 cfs 0.085 of 15.0" Round Culvert n=0.012 L=7.5' S=0.0067'/' Outflow=1.40 cfs 0.083 of Link A: DESIGN POINT Inflow=1.91 cfs 0.273 of Primary=1.91 cfs 0.273 of Total Runoff Area = 7.719 ac Runoff Volume = 0.491 of Average Runoff Depth = 0.76" 67.89% Pervious = 5.240 ac 32.11% Impervious= 2.479 ac Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 30 Area (sfl CN Description 51716 98 Paved parking, HSG A 71228 39 >75% Grass cover, Good, HSG A 121944 65 Weighted Average 71228 55.84% Pervious Area 51716 44.16% 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 = 0.55 cfs @ 11.98 hrs, Volume= 0.027 af, Depth= 0.97" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24 -hr 10yr Rainfall=3.90" Area (sfl CN Description 61435 98 Paved parking, HSG A 81347 39 >75% Grass cover, Good, HSG A 141782 65 Weighted Average 81347 56.47% Pervious Area 61435 43.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, DIRECT Summary for Subcatchment 5S: Typical Rooftop (10 Units) Runoff = 0.25 cfs @ 11.96 hrs, Volume= 0.014 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 21000 98 Paved parking, HSG A 21000 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 - 28 FT RDWAY Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment 5S -P: Typical Driveway (10 Units) 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 890 98 Paved parking, HSG A 890 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 347.0 Direct Entry, Porous Pavement Summary for Subcatchment 6S: - Runoff = 0.44 cfs @ 11.98 hrs, Volume= 0.021 af, Depth= 1.52" 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 41271 98 Paved parking, HSG A 21982 39 >75% Grass cover, Good, HSG A 71253 74 Weighted Average 21982 41.11 % Pervious Area 41271 58.89% 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 = 0.33 cfs @ 11.99 hrs, Volume= 0.017 af, Depth= 0.86" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24 -hr 10yr Rainfall=3.90" Area (sfl CN Description 41111 98 Paved parking, HSG A 51959 39 >75% Grass cover, Good, HSG A 101070 63 Weighted Average 51959 59.18% Pervious Area 41111 40.82% Impervious Area Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 32 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 II 24 -hr 10yr Rainfall=3.90" Area (sfl 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 = 0.02 cfs @ 15.31 hrs, Volume= 0.014 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 10yr Rainfall=3.90" Area (sfl CN Description 81776 98 Paved parking, HSG A 641619 39 >75% Grass cover, Good, HSG A 311794 30 Woods, Good, HSG A 1051189 41 Weighted Average 961413 91.66% Pervious Area 81776 8.34% 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" 0.9 23 0.0070 0.42 Shallow Concentrated Flow, Shallow Woodland Kv= 5.0 fqs 15.5 123 Total Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 33 Summary for Subcatchment 10S: - Runoff = 1.91 cfs @ 12.51 hrs, Volume= 0.273 af, Depth= 1.39" 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 561768 98 Paved parking, HSG A 451842 39 >75% Grass cover, Good, HSG A 1021610 72 Weighted Average 451842 44.68% Pervious Area 561768 55.32% 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" 34.1 11200 0.0070 0.59 Shallow Concentrated Flow, Shallow Short Grass Pasture Kv= 7.0 fas 48.7 1, 300 Tota Summary for Subcatchment 11S: Typical Rooftop (14 Units) 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 21250 98 Paved parking, HSG A 21250 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 11S -P: Typical Driveway (14 Units) 0.00 cfs @ 16.22 hrs, Volume= 0.002 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 11 24 -hr 10yr Rainfall=3.90" Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 34 Area (sf) CN Description 323 98 Paved parking, HSG A 323 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 347.0 Direct Entry, Porous Pavement Inflow Area = 0.367 ac, Inflow = 0.72 cfs @ Outflow = 0.72 cfs @ Primary = 0.72 cfs @ Summary for Pond #1: - 48.99% Impervious, Inflow Depth = 1.14" 11.98 hrs, Vol u me= 0.035 of 11.98 hrs, Vol u me= 0.035 af, 11.98 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= 258.49'@ 11.98 hrs for 10yr event Atten= 0%, Lag= 0.0 min Device Routing Invert Outlet Devices #1 Primary 258.00' 12.0" Round CMP -Round 12" L= 24.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 258.00'/ 257.85' S= 0.00627' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.68 cfs @ 11.98 hrs HW=258.48' (Free Discharge) L1=CMP_Round 12" (Barrel Controls 0.68 cfs @ 2.70 fps) Inflow Area = 0.748 ac, Inflow = 1.55 cfs @ Outflow = 1.55 cfs @ Primary = 1.55 cfs @ Summary for Pond #2: - 50.43% Impervious, Inflow Depth = 1.20" 11.98 hrs, Vol u me= 0.075 of 11.98 hrs, Vol u me= 0.075 af, 11.98 hrs, Vol u me= 0.075 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 258.59'@ 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= 113.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 257.85'/ 257.25' S= 0.00537' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=1.48 cfs @ 11.98 hrs HW=258.57' (Free Discharge) L1=CMP_Round 12" (Barrel Controls 1.48 cfs @ 3.41 fps) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 35 Inflow Area = 0.297 ac, Inflow = 0.48 cfs @ Outflow = 0.48 cfs @ Primary = 0.48 cfs @ Summary for Pond #3: - 44.16% Impervious, Inflow Depth = 0.97" 11.98 hrs, Vol u me= 0.024 of 11.98 hrs, Vol u me= 0.024 af, 11.98 hrs, Vol u me= 0.024 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 258.79'@ 11.98 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= 22.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 258.40'/ 258.25' S= 0.00687' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.46 cfs @ 11.98 hrs HW=258.78' (Free Discharge) L1=CMP_Round 12" (Barrel Controls 0.46 cfs @ 2.50 fps) Inflow Area = 0.637 ac, Inflow = 1.03 cfs @ Outflow = 1.03 cfs @ Primary = 1.03 cfs @ Summary for Pond #4: - 43.83% Impervious, Inflow Depth = 0.97" 11.98 hrs, Vol u me= 0.052 of 11.98 hrs, Vol u me= 0.052 af, 11.98 hrs, Vol u me= 0.052 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 258.54'@ 11.98 hrs for 10yr event Atten= 0%, Lag= 0.0 min Device Routing Invert Outlet Devices #1 Primary 258.00' 15.0" Round CMP -Round 15" L= 97.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 258.00'/ 257.50' S= 0.00527' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=0.99 cfs @ 11.98 hrs HW=258.52' (Free Discharge) L1=CMP_Round 15" (Barrel Controls 0.99 cfs @ 2.99 fps) Inflow Area = 0.637 ac, Inflow = 1.03 cfs @ Outflow = 1.03 cfs @ Primary = 1.03 cfs @ Summary for Pond #5: SLD CVR 43.83% Impervious, Inflow Depth = 0.97" 11.98 hrs, Vol u me= 0.052 of 11.98 hrs, Vol u me= 0.052 af, 11.98 hrs, Vol u me= 0.052 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 - 28 FT RDWAY Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 36 Peak Elev= 258.05'@ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 257.50' 15.0" Round CMP -Round 15" L= 125.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 257.50'/ 256.75' S= 0.00607' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=0.99 cfs @ 11.98 hrs HW=258.04' (Free Discharge) L1=CMP_Round 15" (Inlet Controls 0.99 cfs @ 1.97 fps) Summary for Pond #6: - Inflow Area = 1.034 ac, 45.58% Impervious, Inflow Depth= 1.04" for 10yr event Inflow = 1.80 cfs @ 11.98 hrs, Volume= 0.089 of Outflow = 1.80 cfs @ 11.98 hrs, Volume= 0.089 af, Atten= 0%, Lag= 0.0 min Primary = 1.80 cfs @ 11.98 hrs, Volume= 0.089 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.55'@ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 256.75' 15.0" Round CMP -Round 15" L= 8.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 256.75'/ 256.70' S= 0.00637' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=1.72 cfs @ 11.98 hrs HW=257.53' (Free Discharge) L1=CMP_Round 15" (Barrel Controls 1.72 cfs @ 3.07 fps) Summary for Pond #7: - Inflow Area = 0.231 ac, 40.82% Impervious, Inflow Depth = 0.86" for 10yr event Inflow = 0.33 cfs @ 11.99 hrs, Volume= 0.017 of Outflow = 0.33 cfs @ 11.99 hrs, Volume= 0.017 af, Atten= 0%, Lag= 0.0 min Primary = 0.33 cfs @ 11.99 hrs, Volume= 0.017 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.20'@ 11.99 hrs Device Routing Invert Outlet Devices #1 Primary 256.90' 15.0" Round CMP -Round 15" L= 24.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 256.90'/ 256.75' S= 0.00627' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=0.31 cfs @ 11.99 hrs HW=257.19' (Free Discharge) L1=CMP_Round 15" (Barrel Controls 0.31 cfs @ 2.19 fps) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 37 Inflow Area = 0.748 ac, Inflow = 1.55 cfs @ Outflow = 1.55 cfs @ Primary = 1.55 cfs @ Summary for Pond #8: - 50.43% Impervious, Inflow Depth = 1.20" 11.98 hrs, Vol u me= 0.075 of 11.98 hrs, Vol u me= 0.075 af, 11.98 hrs, Vol u me= 0.075 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 258.04'@ 11.98 hrs for 10yr event Atten= 0%, Lag= 0.0 min Device Routing Invert Outlet Devices #1 Primary 257.25' 12.0" Round CMP_Round 12" L= 39.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 257.25'/ 257.00' S= 0.00647' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=1.48 cfs @ 11.98 hrs HW=258.02' (Free Discharge) L1=CMP_Round 12" (Barrel Controls 1.48 cfs @ 3.17 fps) Summary for Pond 2P: On -Site Depression Inflow Area = 1.041 ac, Inflow = 0.00 cfs @ Outflow = 0.00 cfs @ Discarded = 0.00 cfs @ 0.00% Impervious, Inflow Depth = 0.02" 23.95 hrs, Vol u me= 0.002 of 24.00 hrs, Vol u me= 0.002 af, 24.00 hrs, Vo I u me= 0.002 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 261.00' @ 24.00 hrs Surf.Area= 1,212 sf Storage= 0 cf for 10yr event Atten= 0%, Lag= 3.0 min Plug -Flow detention time= 0.7 min calculated for 0.002 of (100% of inflow) Center -of -Mass det. time= 0.7 min (1,198.5 - 11197.8 ) Volume Invert Avail.Storage Storage Description #1 261.00' 778 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 11212 228.0 0 0 11212 261.50 11926 247.0 778 778 11940 Device Routing Invert Outlet Devices #1 Discarded 261.00' 10.000 in/hr Exfiltration over Wetted area Phase -In= 0.01' Discarded OutFlow Max=0.00 cfs @24.00 hrs HW=261.00' (FreeDischarge) L1=Exfiltration (Exfiltration Controls 0.00 cfs) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 38 Summary for Pond 12P: Porous Driveway (SMA #3) Inflow Area = 0.066 ac,100.00% Impervious, Inflow Depth = 3.67" for 10yr event Inflow = 0.25 cfs @ 11.96 hrs, Volume= 0.020 of Outflow = 0.21 cfs @ 11.95 hrs, Volume= 0.020 af, Atten= 17%, Lag= 0.0 min Discarded = 0.21 cfs @ 11.95 hrs, Volume= 0.020 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 260.30' @ 12.01 hrs Surf.Area= 890 sf Storage= 16 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 0.6 min (847.1 - 846.5 ) Volume Invert Avail.Storage Storage Description #1 260.25' 623 cf Custom Stage Data (irregularyisted below (Recalc) 1,558 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) 260.25 890 156.0 0 0 890 262.00 890 156.0 11558 11558 11163 Device Routing Invert Outlet Devices #1 Discarded 260.25' 10.000 in/hr Exfiltration over Surface area Phase -In= 0.01' Discarded OutFlow Max=0.21 cfs @ 11.95 hrs HW=260.28' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.21 cfs) Summary for Pond 15P: Porous Driveway (SMA #3) Inflow Area = 0.059 ac,100.00% Impervious, Inflow Depth = 3.67" for 10yr event Inflow = 0.28 cfs @ 11.96 hrs, Volume= 0.018 of Outflow = 0.11 cfs @ 12.09 hrs, Volume= 0.018 af, Atten= 62%, Lag= 7.6 min Discarded = 0.11 cfs @ 12.09 hrs, Volume= 0.018 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 260.95'@ 12.09 hrs Surf.Area= 400 sf Storage= 112 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 3.9 min (792.3 - 788.4 ) Volume Invert Avail.Storage Storage Description #1 260.25' 280 cf Custom Stage Data (irregularyisted below (Recalc) 700 cf Overall x 40.0% Voids Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 39 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 260.25 400 80.0 0 0 400 262.00 400 80.0 700 700 540 Device Routing Invert Outlet Devices #1 Discarded 260.25' 10.000 in/hr Exfiltration over Wetted area Phase -In= 0.01' Discarded OutFlow Max=0.11 cfs @ 12.09 hrs HW=260.94' (FreeDischarge) L1=Exfiltration (Exfiltration Controls 0.11 cfs) Summary for Pond EXT: REGATTA VIEW CULVERT Inflow Area = 4.770 ac, Inflow = 1.91 cfs @ Outflow = 1.91 cfs @ Primary = 1.91 cfs @ 31.54% Impervious, Inflow Depth= 0.69" 12.51 hrs, Volume= 0.273 of 12.51 hrs, Vol u me= 0.273 af, 12.51 hrs, Volume= 0.273 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.43'@ 12.51 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=1.91 cfs @ 12.51 hrs HW=257.43' (Free Discharge) Ll =Culvert (Inlet Controls 1.91 cfs @ 2.70 fps) Inflow Area = 0.748 ac, Inflow = 1.54 cfs @ Outflow = 0.21 cfs @ Discarded = 0.21 cfs @ Summary for Pond INF1: SMA #1 50.43% Impervious, Inflow Depth = 1.20" 11.98 hrs, Vol u me= 0.075 of 12.36 hrs, Vol u me= 0.075 af, 12.36 hrs, Volume= 0.075 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 256.43'@ 12.36 hrs Surf.Area= 647 sf Storage= 993 cf for 10yr event Atten= 87%, Lag= 22.8 min Plug -Flow detention time= 35.7 min calculated for 0.075 of (100% of inflow) Center -of -Mass det. time= 34.5 min (897.4 - 862.8 ) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 40 Volume Invert Avail.Storage Storage Description #1A 254.25' 961 cf 15.58'W x 41.55'L x 5.50'H Field A (cubic -feet) (cubic -feet) (sq -ft) 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 48 261.50 968 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17' L = 110.0 cf 62 62 61960 Overall Size= 77.0"W x 45.0"H x 7.501 with 0.33' Overlap 51172 438.0 11396 2 Rows of 5 Chambers 151067 262.10 51607 Cap Storage= +14.9 cf x 2 x 2 rows = 59.6 cf #3 261.35' 1,997 cf Low Spot in Road (Irregular)Listed below (Recalc) #4 255.00' 11 cf 18.0" Round CMP -Round 18"Impervious 254.25' 10.000 in/hr Exfiltration over Wetted area L= 6.0' #5 254.00' 176 cf 4.00'D x 7.00'H Catch Basin Storagex 2 -Impervious 4,303 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 261.35 48 56.0 0 0 48 261.50 968 300.0 62 62 61960 262.00 51172 438.0 11396 11458 151067 262.10 51607 436.0 539 11997 151213 Device Routing Invert Outlet Devices #1 Discarded 254.25' 10.000 in/hr Exfiltration over Wetted area Phase -In= 0.01' Discarded OutFlow Max=0.21 cfs @ 12.36 hrs HW=256.43' (FreeDischarge) L1=Exfiltration (Exfiltration Controls 0.21 cfs) Summary for Pond INF2: SMA #2 Inflow Area = 1.034 ac, 45.58% Impervious, Inflow Depth = 1.01" for 10yr event Inflow = 1.78 cfs @ 11.98 hrs, Volume= 0.087 of Outflow = 0.48 cfs @ 12.14 hrs, Volume= 0.087 af, Atten= 73%, Lag= 9.7 min Discarded = 0.48 cfs @ 12.14 hrs, Volume= 0.087 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 256.25'@ 12.14 hrs Surf.Area= 1,859 sf Storage= 774 cf Plug -Flow detention time= 10.2 min calculated for 0.087 of (100% of inflow) Center -of -Mass det. time= 10.2 min ( 885.9 - 875.7 ) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 41 Volume Invert Avail.Storage Storage Description #1A 255.50' 1,674 cf 20.50'W x 89.06'L x 3.50'H Field A (feet) (cubic -feet) (cubic -feet) 6,390 cf Overall - 2,205 cf Embedded = 4,185 cf x 40.0% Voids #2A 256.00' 2,205 cf ADS _StormTech SC -740 +Capx 48 Inside #1 0 25 260.20 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12' L = 45.9 cf 83.0 16 16 Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap 260.70 51768 417.0 4 Rows of 12 Chambers #3 260.05' 4,204 cf Custom Stage Data (irregularyisted below (Recalc) #4 256.00' 19 cf 24.0" Round CMP -Round 24" Device Routing Invert Outlet Devices L= 6.0' #5 255.00' 126 cf 4.00'D x 5.00'H Catch Basin Storagex 2 8,228 cf Total Available Storage Storage Group A created with Chamber Wizard 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 Device Routing Invert Outlet Devices #1 Discarded 255.00' 10.000 in/hr Exfiltration over Wetted area Phase -In= 0.01' Discarded OutFlow Max=0.48 cfs @ 12.14 hrs HW=256.25' (FreeDischarge) L1=Exfiltration (Exfiltration Controls 0.48 cfs) Summary for Pond INF3: SMA#4 Inflow Area = 2.415 ac, 8.34% Impervious, Inflow Depth = 0.07" for 10yr event Inflow = 0.02 cfs @ 15.31 hrs, Volume= 0.014 of Outflow = 0.02 cfs @ 15.33 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.8 min Discarded = 0.02 cfs @ 15.33 hrs, Volume= 0.014 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 258.00' @ 15.33 hrs Surf.Area= 1,751 sf Storage= 1 cf Plug -Flow detention time= 0.7 min calculated for 0.014 of (100% of inflow) Center -of -Mass det. time= 0.7 min (1,107.4 - 11106.7 ) Volume Invert Avail.Storage Storage Description #1 258.00' 505 cf Custom Stage Data (irregularyisted below (Recalc) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 42 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 258.00 11750 11800.0 0 0 11750 258.25 21300 11805.0 505 505 31254 Device Routing Invert Outlet Devices #1 Discarded 258.00' 10.000 in/hr Exfiltration over Wetted area Phase -In= 0.01' #2 Primary 258.25' 900.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.02 cfs @ 15.33 hrs HW=258.00' (FreeDischarge) L1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @0.00 hrs HW=258.00' (FreeDischarge) L2= Broad -Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond S1: STM MH #1 Inflow Area = 0.748 ac, 50.43% Impervious, Inflow Depth= 1.20" for 10yr event Inflow = 1.55 cfs @ 11.98 hrs, Volume= 0.075 of Outflow = 1.55 cfs @ 11.98 hrs, Volume= 0.075 af, Atten= 0%, Lag= 0.0 min Primary = 1.27 cfs @ 11.98 hrs, Volume= 0.072 of Secondary = 0.27 cfs @ 11.98 hrs, Volume= 0.003 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.79'@ 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= 24.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 257.50'/ 256.70' S= 0.03337' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=1.23 cfs @ 11.98 hrs HW=257.77' (Free Discharge) Ll =Culvert (Barrel Controls 1.23 cfs @ 3.03 fps) Secondary OutFlow Max=0.25 cfs @ 11.98 hrs HW=257.77' (Free Discharge) L2=CMP_Round 12" (Inlet Controls 0.25 cfs @ 1.41 fps) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 43 Inflow Area = 0.748 ac, Inflow = 1.54 cfs @ Outflow = 1.54 cfs @ Primary = 1.54 cfs @ Summary for Pond S2: STM MH #2 50.43% Impervious, Inflow Depth= 1.20" 11.98 hrs, Vol u me= 0.075 of 11.98 hrs, Vol u me= 0.075 af, 11.98 hrs, Vol u me= 0.075 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 255.66'@ 11.98 hrs for 10yr 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=1.48 cfs @ 11.98 hrs HW=255.65' (Free Discharge) L1=CMP_Round 24" (Barrel Controls 1.48 cfs @ 2.52 fps) Inflow Area = 1.034 ac, Inflow = 1.80 cfs @ Outflow = 1.80 cfs @ Primary = 1.41 cfs @ Secondary = 0.38 cfs @ Summary for Pond S3: STM MH #4 45.58% Impervious, Inflow Depth = 1.04" 11.98 hrs, Vol u me= 0.089 of 11.98 hrs, Vol u me= 0.089 af, 11.98 hrs, Vol u me= 0.085 of 11.98 hrs, Vol u me= 0.004 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.55'@ 11.98 hrs for 10yr 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=1.37 cfs @ 11.98 hrs HW=257.53' (Free Discharge) Ll =Culvert (Barrel Controls 1.37 cfs @ 3.13 fps) Secondary OutFlow Max=0.35 cfs @ 11.98 hrs HW=257.53' (Free Discharge) L2=CMP_Round 12" (Inlet Controls 0.35 cfs @ 1.55 fps) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type 11 24 -hr 1Oyr Rainfall=3.90" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 44 Summary for Pond S4: STM MH #4 Inflow Area = 1.034 ac, 45.58% Impervious, Inflow Depth= 1.01 " for 10yr event Inflow = 1.78 cfs @ 11.98 hrs, Volume= 0.087 of Outflow = 1.78 cfs @ 11.98 hrs, Volume= 0.087 af, Atten= 0%, Lag= 0.0 min Primary = 1.78 cfs @ 11.98 hrs, Volume= 0.087 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 256.75'@ 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=1.71 cfs @ 11.98 hrs HW=256.73' (Free Discharge) L1=CMP_Round 24" (Barrel Controls 1.71 cfs @ 2.45 fps) Summary for Pond WQ1: WATER QUALITY UNIT #1 Inflow Area = 0.748 ac, 50.43% Impervious, Inflow Depth = 1.16" for 10yr event Inflow = 1.27 cfs @ 11.98 hrs, Volume= 0.072 of Outflow = 1.27 cfs @ 11.99 hrs, Volume= 0.072 af, Atten= 0%, Lag= 0.4 min Primary = 1.27 cfs @ 11.99 hrs, Volume= 0.072 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.70' @ 11.99 hrs Surf.Area= 55 sf Storage= 37 cf Plug -Flow detention time= 1.8 min calculated for 0.072 of (100% of inflow) Center -of -Mass det. time= 1.2 min ( 868.0 - 866.8 ) 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=1.24 cfs @ 11.99 hrs HW=257.69' (Free Discharge) L1=CMP_Round 12" (Barrel Controls 1.24 cfs @ 2.77 fps) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 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=15.985 sf 48.99% Impervious Runoff Depth=2.81" Tc=6.0 min CN=68 Runoff=1.78 cfs 0.086 of Subcatchment2S: - Runoff Area=16.606 sf 51.82% Impervious Runoff Depth=3.00" Tc=6.0 min CN=70 Runoff=1.97 cfs 0.095 of Subcatchment3S: - Runoff Area=12.944 sf 44.16% Impervious Runoff Depth=2.53" Tc=6.0 min CN=65 Runoff=1.31 cfs 0.063 of Subcatchment4S: - Runoff Area=14.782 sf 43.53% Impervious Runoff Depth=2.53" Tc=6.0 min CN=65 Runoff=1.50 cfs 0.072 of Subcatchment5S: Typical Rooftop (10 Runoff Area=2,000 sf 100.00% Impervious Runoff Depth=6.01" Flow Length=20' Slope=0.0100 '/' Tc=6.0 min CN=98 Runoff=0.40 cfs 0.023 of Subcatchment5S-P: Typical Driveway (10 Runoff Area=890 sf 100.00% Impervious Runoff Depth=6.01" Tc=347.0 min CN=98 Runoff=0.02 cfs 0.010 of Subcatchment6S: - Runoff Area=7,253 sf 58.89% Impervious Runoff Depth=3.40" Tc=6.0 min CN=74 Runoff=0.97 cfs 0.047 of Subcatchment7S: - Runoff Area=10.070 sf 40.82% Impervious Runoff Depth=2.35" Tc=6.0 min CN=63 Runoff=0.95 cfs 0.045 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=105.189 sf 8.34% Impervious Runoff Depth=0.64" Flow Length=123' Tc=15.5 min CN=41 Runoff=1.03 cfs 0.129 of Subcatchmentl OS: - Runoff Area=102.610 sf 55.32% Impervious Runoff Depth=3.20" Flow Length=1,300' Tc=48.7 min CN=72 Runoff=4.65 cfs 0.628 of Subcatchmentl 1 S: Typical Rooftop (14 Runoff Area=2,250 sf 100.00% Impervious Runoff Depth=6.01" Flow Length=20' Slope=0.0100 '/' Tc=6.0 min CN=98 Runoff=0.45 cfs 0.026 of Subcatchmentl 1 S -P: Typical Driveway Runoff Area=323 sf 100.00% Impervious Runoff Depth=6.01" Tc=347.0 min CN=98 Runoff=0.01 cfs 0.004 of Pond #1: - Peak Elev=258.85' Inflow=1.78 cfs 0.086 of 12.0" Round Culvert n=0.012 L=24.0' S=0.0062'/' Outflow=1.78 cfs 0.086 of Pond #2: - Peak Elev=259.85' Inflow=3.76 cfs 0.182 of 12.0" Round Culvert n=0.012 L=113.0' S=0.0053'/' Outflow=3.76 cfs 0.182 of Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 47 Pond #3: - Peak Elev=259.10' Inflow=1.31 cfs 0.063 of 12.0" Round Culvert n=0.012 L=22.0' S=0.0068'/' Outflow=1.31 cfs 0.063 of Pond #4: - Peak Elev=258.96' Inflow=2.81 cfs 0.134 of 15.0" Round Culvert n=0.012 L=97.0' S=0.0052'/' Outflow=2.81 cfs 0.134 of Pond #5: SLD CVR Peak Elev=258.50' Inflow=2.81 cfs 0.134 of 15.0" Round Culvert n=0.012 L=125.0' S=0.0060'/' Outflow=2.81 cfs 0.134 of Pond #6: - Peak Elev=258.23' Inflow=4.73 cfs 0.227 of 15.0" Round Culvert n=0.012 L=8.0' S=0.0063'/' Outflow=4.73 cfs 0.227 of Pond #7: - Peak Elev=257.43' Inflow=0.95 cfs 0.045 of 15.0" Round Culvert n=0.012 L=24.0' S=0.0062'/' Outflow=0.95 cfs 0.045 of Pond #8: - Peak Elev=259.32' Inflow=3.76 cfs 0.182 of 12.0" Round Culvert n=0.012 L=39.0' S=0.0064'/' Outflow=3.76 cfs 0.182 of Pond 2P: On -Site Depression Peak Elev=261.02' Storage=21 cf Inflow=0.36 cfs 0.040 of Outflow=0.29 cfs 0.040 of Pond 12P: Porous Driveway (SMA #3) Peak EIev=260.53' Storage=99 cf Inflow=0.40 cfs 0.033 of Outflow=0.21 cfs 0.033 of Pond 15P: Porous Driveway (SMA #3) Peak Elev=261.85' Storage=255 cf Inflow=0.45 cfs 0.030 of Outflow=0.12 cfs 0.030 of Pond EXT: REGATTAVIEW CULVERT Peak Elev=257.86' Inflow=4.65 cfs 0.628 of 18.0" Round Culvert n=0.011 L=80.0' S=0.0081 '/' Outflow=4.65 cfs 0.628 of Pond INF1: SMA#1 Peak Elev=261.54' Storage=2,410 cf Inflow=3.79 cfs 0.181 of Outflow=2.22 cfs 0.181 of Pond INF2: SMA#2 Peak Elev=258.15' Storage=3,316 cf Inflow=4.73 cfs 0.225 of Outflow=0.59 cfs 0.225 of Pond INF3: SMA#4 Peak Elev=258.17' Storage=318 cf Inflow=1.03 cfs 0.129 of Discarded=0.63 cfs 0.129 of Primary=0.00 cfs 0.000 of Outflow=0.63 cfs 0.129 of Pond S1: STM MH #1 Peak Elev=258.26' Inflow=3.76 cfs 0.182 of Primary=2.27 cfs 0.161 of Secondary=1.49 cfs 0.021 of Outflow=3.76 cfs 0.182 of Pond S2: STM MH #2 Peak Elev=256.06' Inflow=3.79 cfs 0.181 of 24.0" Round Culvert n=0.012 L=6.0' S=0.0000'/' Outflow=3.79 cfs 0.181 of Pond S3: STM MH #4 Peak Elev=258.15' Inflow=4.73 cfs 0.227 of Primary=2.70 cfs 0.197 of Secondary=2.03 cfs 0.030 of Outflow=4.73 cfs 0.227 of Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 48 Pond S4: STM MH #4 Peak Elev=257.26' Inflow=4.73 cfs 0.225 of 24.0" Round Culvert n=0.012 L=3.0' S=0.0000'/' Outflow=4.73 cfs 0.225 of Pond WQ1: WATERQUALITYUNIT #1 Peak Elev=258.05' Storage=57 cf Inflow=2.27 cfs 0.161 of 12.0" Round Culvert n=0.012 L=3.0' S=0.0167'/' Outflow=2.28 cfs 0.160 of Pond WQ2: WATERQUALITYUNIT #2 Peak Elev=257.73' Storage=141 cf Inflow=2.70 cfs 0.197 of 15.0" Round Culvert n=0.012 L=7.5' S=0.0067'/' Outflow=2.70 cfs 0.194 of Link A: DESIGN POINT Inflow=4.65 cfs 0.628 of Primary=4.65 cfs 0.628 of Total Runoff Area = 7.719 ac Runoff Volume = 1.268 of Average Runoff Depth = 1.97" 67.89% Pervious = 5.240 ac 32.11% Impervious= 2.479 ac Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 49 Summary for Subcatchment 1S: - Runoff = 1.78 cfs @ 11.97 hrs, Volume= 0.086 af, Depth= 2.81" 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 71831 98 Unconnected pavement, HSG A 81154 39 >75% Grass cover, Good, HSG A 151985 68 Weighted Average 81154 51.01% Pervious Area 71831 48.99% Impervious Area 71831 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 = 1.97 cfs @ 11.97 hrs, Volume= 0.095 af, Depth= 3.00" 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 81606 98 Paved parking, HSG A 81000 39 >75% Grass cover, Good, HSG A 161606 70 Weighted Average 81000 48.18% Pervious Area 81606 51.82% 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 = 1.31 cfs @ 11.98 hrs, Volume= 0.063 af, Depth= 2.53" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type 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 - 28 FT RDWAY Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 50 Area (sfl CN Description 51716 98 Paved parking, HSG A 71228 39 >75% Grass cover, Good, HSG A 121944 65 Weighted Average 71228 55.84% Pervious Area 51716 44.16% 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 = 1.50 cfs @ 11.98 hrs, Volume= 0.072 af, Depth= 2.53" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 00y Rainfall=6.25" Area (sfl CN Description 61435 98 Paved parking, HSG A 81347 39 >75% Grass cover, Good, HSG A 141782 65 Weighted Average 81347 56.47% Pervious Area 61435 43.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, DIRECT Summary for Subcatchment 5S: Typical Rooftop (10 Units) Runoff = 0.40 cfs @ 11.96 hrs, Volume= 0.023 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 21000 98 Paved parking, HSG A 21000 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 - 28 FT RDWAY Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 51 Summary for Subcatchment 5S -P: Typical Driveway (10 Units) 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 890 98 Paved parking, HSG A 890 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 347.0 Direct Entry, Porous Pavement Summary for Subcatchment 6S: - Runoff = 0.97 cfs @ 11.97 hrs, Volume= 0.047 af, Depth= 3.40" 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 41271 98 Paved parking, HSG A 21982 39 >75% Grass cover, Good, HSG A 71253 74 Weighted Average 21982 41.11 % Pervious Area 41271 58.89% 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 = 0.95 cfs @ 11.98 hrs, Volume= 0.045 af, Depth= 2.35" 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 41111 98 Paved parking, HSG A 51959 39 >75% Grass cover, Good, HSG A 101070 63 Weighted Average 51959 59.18% Pervious Area 41111 40.82% Impervious Area Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 52 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 II 24 -hr 1 00y Rainfall=6.25" Area (sfl 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 = 1.03 cfs @ 12.14 hrs, Volume= 0.129 af, Depth= 0.64" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 00y Rainfall=6.25" Area (sfl CN Description 81776 98 Paved parking, HSG A 641619 39 >75% Grass cover, Good, HSG A 311794 30 Woods, Good, HSG A 1051189 41 Weighted Average 961413 91.66% Pervious Area 81776 8.34% 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" 0.9 23 0.0070 0.42 Shallow Concentrated Flow, Shallow Woodland Kv= 5.0 fqs 15.5 123 Total Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 53 Summary for Subcatchment 10S: - Runoff = 4.65 cfs @ 12.49 hrs, Volume= 0.628 af, Depth= 3.20" 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 1 00y Rainfall=6.25" Area (sfl CN Description 561768 98 Paved parking, HSG A 451842 39 >75% Grass cover, Good, HSG A 1021610 72 Weighted Average 451842 44.68% Pervious Area 561768 55.32% 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" 34.1 11200 0.0070 0.59 Shallow Concentrated Flow, Shallow Short Grass Pasture Kv= 7.0 fas 48.7 1, 300 Tota Summary for Subcatchment 11S: Typical Rooftop (14 Units) Runoff = 0.45 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 21250 98 Paved parking, HSG A 21250 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 11S -P: Typical Driveway (14 Units) 0.01 cfs @ 16.21 hrs, Volume= 0.004 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 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 - 28 FT RDWAY Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 54 Area (sf) CN Description 323 98 Paved parking, HSG A 323 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 347.0 Direct Entry, Porous Pavement Inflow Area = 0.367 ac, Inflow = 1.78 cfs @ Outflow = 1.78 cfs @ Primary = 1.78 cfs @ Summary for Pond #1: - 48.99% Impervious, Inflow Depth = 2.81" 11.97 hrs, Vol u me= 0.086 of 11.97 hrs, Vol u me= 0.086 af, 11.97 hrs, Vol u me= 0.086 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 258.85'@ 11.97 hrs for 1 00y event Atten= 0%, Lag= 0.0 min Device Routing Invert Outlet Devices #1 Primary 258.00' 12.0" Round CMP -Round 12" L= 24.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 258.00'/ 257.85' S= 0.00627' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=1.72 cfs @ 11.97 hrs HW=258.83' (Free Discharge) L1=CMP_Round 12" (Barrel Controls 1.72 cfs @ 3.35 fps) Inflow Area = 0.748 ac, Inflow = 3.76 cfs @ Outflow = 3.76 cfs @ Primary = 3.76 cfs @ Summary for Pond #2: - 50.43% Impervious, Inflow Depth = 2.91" 11.97 hrs, Vol u me= 0.182 of 11.97 hrs, Vol u me= 0.182 af, 11.97 hrs, Vol u me= 0.182 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 259.85'@ 11.97 hrs for 1 00y event Atten= 0%, Lag= 0.0 min Device Routing Invert Outlet Devices #1 Primary 257.85' 12.0" Round CMP -Round 12" L= 113.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 257.85'/ 257.25' S= 0.00537' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=3.63 cfs @ 11.97 hrs HW=259.75' (Free Discharge) L1=CMP_Round 12" (Barrel Controls 3.63 cfs @ 4.62 fps) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 55 Inflow Area = 0.297 ac, Inflow = 1.31 cfs @ Outflow = 1.31 cfs @ Primary = 1.31 cfs @ Summary for Pond #3: - 44.16% Impervious, Inflow Depth= 2.53" 11.98 hrs, Vol u me= 0.063 of 11.98 hrs, Vol u me= 0.063 af, 11.98 hrs, Vol u me= 0.063 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 259.10'@ 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= 22.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 258.40'/ 258.25' S= 0.00687' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=1.26 cfs @ 11.98 hrs HW=259.08' (Free Discharge) L1=CMP_Round 12" (Barrel Controls 1.26 cfs @ 3.14 fps) Inflow Area = 0.637 ac, Inflow = 2.81 cfs @ Outflow = 2.81 cfs @ Primary = 2.81 cfs @ Summary for Pond #4: - 43.83% Impervious, Inflow Depth = 2.53" 11.98 hrs, Volume= 0.134 of 11.98 hrs, Vol u me= 0.134 af, 11.98 hrs, Volume= 0.134 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 258.96'@ 11.98 hrs for 1 00y event Atten= 0%, Lag= 0.0 min Device Routing Invert Outlet Devices #1 Primary 258.00' 15.0" Round CMP -Round 15" L= 97.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 258.00'/ 257.50' S= 0.00527' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=2.69 cfs @ 11.98 hrs HW=258.93' (Free Discharge) L1=CMP_Round 15" (Barrel Controls 2.69 cfs @ 3.81 fps) Inflow Area = 0.637 ac, Inflow = 2.81 cfs @ Outflow = 2.81 cfs @ Primary = 2.81 cfs @ Summary for Pond #5: SLD CVR 43.83% Impervious, Inflow Depth = 2.53" 11.98 hrs, Volume= 0.134 of 11.98 hrs, Vol u me= 0.134 af, 11.98 hrs, Volume= 0.134 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 - 28 FT RDWAY Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 56 Peak Elev= 258.50'@ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 257.50' 15.0" Round CMP -Round 15" L= 125.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 257.50'/ 256.75' S= 0.00607' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=2.69 cfs @ 11.98 hrs HW=258.47' (Free Discharge) L1=CMP_Round 15" (Inlet Controls 2.69 cfs @ 2.64 fps) Summary for Pond #6: - Inflow Area = 1.034 ac, 45.58% Impervious, Inflow Depth= 2.63" for 1 00y event Inflow = 4.73 cfs @ 11.98 hrs, Volume= 0.227 of Outflow = 4.73 cfs @ 11.98 hrs, Volume= 0.227 af, Atten= 0%, Lag= 0.0 min Primary = 4.73 cfs @ 11.98 hrs, Volume= 0.227 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 258.23'@ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 256.75' 15.0" Round CMP -Round 15" L= 8.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 256.75'/ 256.70' S= 0.00637' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=4.53 cfs @ 11.98 hrs HW=258.19' (Free Discharge) L1=CMP_Round 15" (Barrel Controls 4.53 cfs @ 4.03 fps) Summary for Pond #7: - Inflow Area = 0.231 ac, 40.82% Impervious, Inflow Depth = 2.35" for 1 00y event Inflow = 0.95 cfs @ 11.98 hrs, Volume= 0.045 of Outflow = 0.95 cfs @ 11.98 hrs, Volume= 0.045 af, Atten= 0%, Lag= 0.0 min Primary = 0.95 cfs @ 11.98 hrs, Volume= 0.045 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.43'@ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 256.90' 15.0" Round CMP -Round 15" L= 24.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 256.90'/ 256.75' S= 0.00627' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=0.90 cfs @ 11.98 hrs HW=257.41' (Free Discharge) L1=CMP_Round 15" (Barrel Controls 0.90 cfs @ 2.81 fps) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 57 Inflow Area = 0.748 ac, Inflow = 3.76 cfs @ Outflow = 3.76 cfs @ Primary = 3.76 cfs @ Summary for Pond #8: - 50.43% Impervious, Inflow Depth = 2.91" 11.97 hrs, Vol u me= 0.182 of 11.97 hrs, Vol u me= 0.182 af, 11.97 hrs, Vol u me= 0.182 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 259.32'@ 11.97 hrs for 1 00y event Atten= 0%, Lag= 0.0 min Device Routing Invert Outlet Devices #1 Primary 257.25' 12.0" Round CMP_Round 12" L= 39.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 257.25'/ 257.00' S= 0.00647' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=3.63 cfs @ 11.97 hrs HW=259.23' (Free Discharge) L1=CMP_Round 12" (Inlet Controls 3.63 cfs @ 4.62 fps) Summary for Pond 2P: On -Site Depression Inflow Area = 1.041 ac, Inflow = 0.36 cfs @ Outflow = 0.29 cfs @ Discarded = 0.29 cfs @ 0.00% Impervious, Inflow Depth = 0.46" 12.02 hrs, Vol u me= 0.040 of 12.06 hrs, Vol u me= 0.040 af, 12.06 hrs, Volume= 0.040 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 261.02' @ 12.06 hrs Surf.Area= 1,234 sf Storage= 21 cf for 1 00y event Atten= 21%, Lag= 2.4 min Plug -Flow detention time= 0.7 min calculated for 0.040 of (100% of inflow) Center -of -Mass det. time= 0.7 min (962.1 - 961.3 ) Volume Invert Avail.Storage Storage Description #1 261.00' 778 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 11212 228.0 0 0 11212 261.50 11926 247.0 778 778 11940 Device Routing Invert Outlet Devices #1 Discarded 261.00' 10.000 in/hr Exfiltration over Wetted area Phase -In= 0.01' Discarded OutFlow Max=0.29 cfs @ 12.06 hrs HW=261.02' (FreeDischarge) L1=Exfiltration (Exfiltration Controls 0.29 cfs) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 58 Summary for Pond 12P: Porous Driveway (SMA #3) Inflow Area = 0.066 ac,100.00% Impervious, Inflow Depth = 6.01" for 100yr event Inflow = 0.40 cfs @ 11.96 hrs, Volume= 0.033 of Outflow = 0.21 cfs @ 11.85 hrs, Volume= 0.033 af, Atten= 49%, Lag= 0.0 min Discarded = 0.21 cfs @ 11.85 hrs, Volume= 0.033 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 260.53'@ 12.06 hrs Surf.Area= 890 sf Storage= 99 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 1.4 min (839.8 - 838.4 ) Volume Invert Avail.Storage Storage Description #1 260.25' 623 cf Custom Stage Data (irregularyisted below (Recalc) 1,558 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) 260.25 890 156.0 0 0 890 262.00 890 156.0 11558 11558 11163 Device Routing Invert Outlet Devices #1 Discarded 260.25' 10.000 in/hr Exfiltration over Surface area Phase -In= 0.01' Discarded OutFlow Max=0.21 cfs @ 11.85 hrs HW=260.27' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.21 cfs) Summary for Pond 15P: Porous Driveway (SMA #3) Inflow Area = 0.059 ac,100.00% Impervious, Inflow Depth = 6.01" for 100yr event Inflow = 0.45 cfs @ 11.96 hrs, Volume= 0.030 of Outflow = 0.12 cfs @ 12.12 hrs, Volume= 0.030 af, Atten= 73%, Lag= 9.2 min Discarded = 0.12 cfs @ 12.12 hrs, Volume= 0.030 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 261.85'@ 12.12 hrs Surf.Area= 400 sf Storage= 255 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 8.9 min (789.2 - 780.3 ) Volume Invert Avail.Storage Storage Description #1 260.25' 280 cf Custom Stage Data (irregularyisted below (Recalc) 700 cf Overall x 40.0% Voids Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 59 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 260.25 400 80.0 0 0 400 262.00 400 80.0 700 700 540 Device Routing Invert Outlet Devices #1 Discarded 260.25' 10.000 in/hr Exfiltration over Wetted area Phase -In= 0.01' Discarded OutFlow Max=0.12 cfs @ 12.12 hrs HW=261.84' (FreeDischarge) L1=Exfiltration (Exfiltration Controls 0.12 cfs) Summary for Pond EXT: REGATTA VIEW CULVERT Inflow Area = 4.770 ac, 31.54% Impervious, Inflow Depth = 1.58" for 100yr event Inflow = 4.65 cfs @ 12.49 hrs, Volume= 0.628 of Outflow = 4.65 cfs @ 12.49 hrs, Volume= 0.628 af, Atten= 0%, Lag= 0.0 min Primary = 4.65 cfs @ 12.49 hrs, Volume= 0.628 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.86'@ 12.49 hrs 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=4.63 cfs @ 12.49 hrs HW=257.86' (Free Discharge) Ll =Culvert (Barrel Controls 4.63 cfs @ 4.86 fps) Summary for Pond INF1: SMA #1 Inflow Area = 0.748 ac, 50.43% Impervious, Inflow Depth= 2.91 " for 1 00y event Inflow = 3.79 cfs @ 11.98 hrs, Volume= 0.181 of Outflow = 2.22 cfs @ 12.07 hrs, Volume= 0.181 af, Atten= 41 %, Lag= 5.7 min Discarded = 2.22 cfs @ 12.07 hrs, Volume= 0.181 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 261.54' @ 12.05 hrs Surf.Area= 1,823 sf Storage= 2,410 cf Plug -Flow detention time= 66.2 min calculated for 0.181 of (100% of inflow) Center -of -Mass det. time= 65.7 min ( 901.7 - 836.0 ) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 60 Volume Invert Avail.Storage Storage Description #1A 254.25' 961 cf 15.58'W x 41.55'L x 5.50'H Field A (cubic -feet) (cubic -feet) (sq -ft) 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 48 261.50 968 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17' L = 110.0 cf 62 62 61960 Overall Size= 77.0"W x 45.0"H x 7.501 with 0.33' Overlap 51172 438.0 11396 2 Rows of 5 Chambers 151067 262.10 51607 Cap Storage= +14.9 cf x 2 x 2 rows = 59.6 cf #3 261.35' 1,997 cf Low Spot in Road (Irregular)Listed below (Recalc) #4 255.00' 11 cf 18.0" Round CMP -Round 18"Impervious 254.25' 10.000 in/hr Exfiltration over Wetted area L= 6.0' #5 254.00' 176 cf 4.00'D x 7.00'H Catch Basin Storagex 2 -Impervious 4,303 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 261.35 48 56.0 0 0 48 261.50 968 300.0 62 62 61960 262.00 51172 438.0 11396 11458 151067 262.10 51607 436.0 539 11997 151213 Device Routing Invert Outlet Devices #1 Discarded 254.25' 10.000 in/hr Exfiltration over Wetted area Phase -In= 0.01' Discarded OutFlow Max=1.99 cfs @ 12.07 hrs HW=261.53' (FreeDischarge) L1=Exfiltration (Exfiltration Controls 1.99 cfs) Summary for Pond INF2: SMA #2 Inflow Area = 1.034 ac, 45.58% Impervious, Inflow Depth = 2.61" for 100yr event Inflow = 4.73 cfs @ 11.98 hrs, Volume= 0.225 of Outflow = 0.59 cfs @ 12.35 hrs, Volume= 0.225 af, Atten= 88%, Lag= 22.7 min Discarded = 0.59 cfs @ 12.35 hrs, Volume= 0.225 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 258.15' @ 12.35 hrs Surf.Area= 1,851 sf Storage= 3,316 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 43.0 min (887.5 - 844.4 ) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 62 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 258.00 11750 11800.0 0 0 11750 258.25 21300 11805.0 505 505 31254 Device Routing Invert Outlet Devices #1 Discarded 258.00' 10.000 in/hr Exfiltration over Wetted area Phase -In= 0.01' #2 Primary 258.25' 900.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.63 cfs @ 12.30 hrs HW=258.16' (FreeDischarge) L1=Exfiltration (Exfiltration Controls 0.63 cfs) Primary OutFlow Max=0.00 cfs @0.00 hrs HW=258.00' (FreeDischarge) L2= Broad -Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond S1: STM MH #1 Inflow Area = 0.748 ac, 50.43% Impervious, Inflow Depth= 2.91 " for 1 00y event Inflow = 3.76 cfs @ 11.97 hrs, Volume= 0.182 of Outflow = 3.76 cfs @ 11.97 hrs, Volume= 0.182 af, Atten= 0%, Lag= 0.0 min Primary = 2.27 cfs @ 11.97 hrs, Volume= 0.161 of Secondary = 1.49 cfs @ 11.97 hrs, Volume= 0.021 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 258.26'@ 11.97 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= 24.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 257.50'/ 256.70' S= 0.03337' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=2.21 cfs @ 11.97 hrs HW=258.23' (Free Discharge) Ll =Culvert (Barrel Controls 2.21 cfs @ 4.06 fps) Secondary OutFlow Max=1.42 cfs @ 11.97 hrs HW=258.23' (Free Discharge) L2=CMP_Round 12" (Inlet Controls 1.42 cfs @ 2.30 fps) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 63 Summary for Pond S2: STM MH #2 Inflow Area = 0.748 ac, 50.43% Impervious, Inflow Depth= 2.91 " for 1 00y event Inflow = 3.79 cfs @ 11.98 hrs, Volume= 0.181 of Outflow = 3.79 cfs @ 11.98 hrs, Volume= 0.181 af, Atten= 0%, Lag= 0.0 min Primary = 3.79 cfs @ 11.98 hrs, Volume= 0.181 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 256.06'@ 11.98 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=3.63 cfs @ 11.98 hrs HW=256.03' (Free Discharge) L1=CMP_Round 24" (Barrel Controls 3.63 cfs @ 3.24 fps) Summary for Pond S3: STM MH #4 Inflow Area = 1.034 ac, 45.58% Impervious, Inflow Depth= 2.63" for 1 00y event Inflow = 4.73 cfs @ 11.98 hrs, Volume= 0.227 of Outflow = 4.73 cfs @ 11.98 hrs, Volume= 0.227 af, Atten= 0%, Lag= 0.0 min Primary = 2.70 cfs @ 11.98 hrs, Volume= 0.197 of Secondary = 2.03 cfs @ 11.98 hrs, Volume= 0.030 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 258.15'@ 11.98 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=2.61 cfs @ 11.98 hrs HW=258.11' (Free Discharge) Ll =Culvert (Barrel Controls 2.61 cfs @ 4.79 fps) Secondary OutFlow Max=1.92 cfs @ 11.98 hrs HW=258.11' (Free Discharge) L2=CMP_Round 12" (Inlet Controls 1.92 cfs @ 2.56 fps) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 64 Inflow Area = 1.034 ac, Inflow = 4.73 cfs @ Outflow = 4.73 cfs @ Primary = 4.73 cfs @ Summary for Pond S4: STM MH #4 45.58% Impervious, Inflow Depth = 2.61" 11.98 hrs, Vol u me= 0.225 of 11.98 hrs, Vol u me= 0.225 af, 11.98 hrs, Vol u me= 0.225 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.26'@ 11.98 hrs for 1 00y 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=4.53 cfs @ 11.98 hrs HW=257.23' (Free Discharge) L1=CMP_Round 24" (Barrel Controls 4.53 cfs @ 3.20 fps) Summary for Pond WQ1: WATER QUALITY UNIT #1 Inflow Area = 0.748 ac, Inflow = 2.27 cfs @ Outflow = 2.28 cfs @ Primary = 2.28 cfs @ 50.43% Impervious, Inflow Depth= 2.57" 11.97 hrs, Vol u me= 0.161 of 11.98 hrs, Vol u me= 0.160 af, 11.98 hrs, Vol u me= 0.160 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 258.05' @ 11.98 hrs Surf.Area= 59 sf Storage= 57 cf for 1 00y event Atten= 0%, Lag= 0.4 min Plug -Flow detention time= 1.2 min calculated for 0.160 of (100% of inflow) Center -of -Mass det. time= 0.9 min (851.5 - 850.6 ) 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=2.21 cfs @ 11.98 hrs HW=258.03' (Free Discharge) L1=CMP_Round 12" (Barrel Controls 2.21 cfs @ 3.24 fps) Q:\SARATOGA\Saratoga Springs\Route 9P - Union Ave\515 Regatta View\06-Engineering\STORM\ POST REGATTA VIEW - 28 FT RDWAY Type 11 24 -hr 100yr Rainfall=6.25" Prepared by The Environmental Design Partnership Printed 5/23/2019 HydroCADO 10.00-20 s/n 10197 © 2017 HydroCAD Software Solutions LLC Page 65 Summary for Pond WQ2: WATER QUALITY UNIT #2 Inflow Area = 1.034 ac, 45.58% Impervious, Inflow Depth= 2.28" for 1 00y event Inflow = 2.70 cfs @ 11.98 hrs, Volume= 0.197 of Outflow = 2.70 cfs @ 11.98 hrs, Volume= 0.194 af, Atten= 0%, Lag= 0.0 min Primary = 2.70 cfs @ 11.98 hrs, Volume= 0.194 of Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 257.73' @ 11.98 hrs Surf.Area= 0 sf Storage= 141 cf Plug -Flow detention time= 10.6 min calculated for 0.194 of (99% of inflow) Center -of -Mass det. time= 3.9 min ( 864.2 - 860.3 ) 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=2.61 cfs @ 11.98 hrs HW=257.71' (Free Discharge) L1=CMP_Round 15" (Barrel Controls 2.61 cfs @ 3.17 fps) Summary for Link A: DESIGN POINT Inflow Area = 4.770 ac, 31.54% Impervious, Inflow Depth= 1.58" for 1 00y event Inflow = 4.65 cfs @ 12.49 hrs, Volume= 0.628 of Primary = 4.65 cfs @ 12.49 hrs, Volume= 0.628 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs