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Home My WebLink About20230233 Station Lane Site Plan Water Sewer Report2452 STATE ROUTE 9 SUITE 301 LANSIMIG ENGINEERING, PC MALTANY12020 T (518)E399-5243 fir- E (51El) 699-5245 April 7, 2023 Mark Torpey, Planning Board Chairman City Hall 474 Broadway Saratoga Springs, NY 12866 RE: Water/Sewer Letter Report — Faclen — West Ave Site Plan Dear Mr. Torpey: The Faden — West Ave Site Plan project proposes a 4-story mixed -use building containing retail space, an eating and drinking establishment, and multifamily rental units. The project is located on the northwest corner of West Avenue and Station Lane in the City of Saratoga Springs, New York. The proposed project includes the 23,597 SF footprint building, indoor basement level parking and outdoor parking behind the building, landscaping, an outdoor eating area, and a public civic space along the north side of Station Lane. The project parcel encompasses approximately 2.00 acres, and the tax map identification number is 165.-2- 76.2. This letter/report describes the water use and wastewater generation for the proposed development. Public water service and sanitary sewer services are proposed to be provided by the City of Saratoga Springs Department of Public Works. WASTEWATER DEMANDS The wastewater generated by the proposed development has been calculated based on the separate uses within the building. Wastewater generated by the proposed retail space has been calculated based on 0.1 gallons per day (gpd) per square foot per the "New York State Design Standard for Intermediate Sized Wastewater Treatment Systems". Wastewater generated by the residential development has been calculated based on the 10 State Standards of 100 gallons per capita per day (gpcpd) with an estimated population density of 2.0 residents per dwelling unit. The Average Daily Wastewater Flows and Peak Hour Wastewater Flows generated from the proposed development are 13,533 gpd and 39.28 gpm, respectively. A detailed outline of the wastewater flow calculations are as follows: West Ave —Site Plan, & Special Use Permit— Development consists of approximately 6,915 SF of retail, a 2,600 SF restaurant with approximately 60 seats, and 68 multifamily units. Detail Space: Proposed 6,915 SF Retail Space = (6,915 sf) x (0.1 gpd/sf) = 692 gpd Design Average Daily Wastewater Flow = Total Wastewater Flow with 20% reduction for water saving measures = 692 gpd x 80% = 553 gpd Equivalent Population = 553 gpd / 100 gpcpd = 6 people Page 2 Restaurant Space: Restaurant = (60 seats) x (35 gpd/seat) = 2,100 gpd = 2,100 gpd Equivalent Population = Estimated to be 2,100 gpd/100 gpcpd = 21 people Multifamily Units: Population = (68 units) x (2.0 residents/unit) = 136 persons Design Average Daily Wastewater Flow = (136 persons) x 100gpcpd with 20% reduction for water saving measures = 13,600 gpd x 80% = 10,880 gpd Total Design Average Daily Wastewater Flow = 553 gpd + 2,100 gpd + 10,880 gpd = 13,533 gpd Total Population = 6 + 21 + 136 = 163 persons Peak Hour Factor (P = population in thousands) =18+P"'=18+0.1631"= 4.18 (4 + Pl/z) (4 + 0.1631/2) PHF = 4.18 Cumulative Peak Hour Wastewater Flow = (Average Daily Wastewater Flow) x (Peak Hour Factor) = (13,533 gpd) x (4.18) = 56,569 gpd = 39.28 gpm (calculated design flow, required flow) Pipe Size Required — Based on Manning's formula using an "n" value of 0.013 for PVC and using the cumulative peak hour waste hour flow calculated above n (Calculated design capacity and velocity) Trial Pipe size = 6" Pipe Slope = 0.02 ft/ft minimum Full Velocity = 4.05fps Full Capacity = 0.80 cfs = 357.08 gpm 357 gpm (design capacity) > 39.28 gpm (required capacity) Therefore Use 6" Diameter Pipe for all Gravity Service Laterals Wastewater flows from the proposed development will be collected on site and conveyed via gravity piping to the existing public sewer main along Station Lane and ultimately to the existing pump station on Station Lane immediately adjacent to the project site. Page 3 The existing pump station on Station Lane has been identified to have capacity deficiencies. These deficiencies were outlined in the Engineer's Report prepared by Bergmann Associates dated August 16, 2017 for the Station Park Project that was previously proposed to the west of the proposed Faden - West Ave project. This report identified four potential projects within the area that would contribute to the existing pump station and cause capacity issues. The 4 projects included the Station Park Project, Askew Apartments, Intrada Development and the Faden — West Ave project. At that time, the anticipated flows that were included within the Bergmann Associates report for the Faden — West Ave project were as follows: Average Daily Wastewater Flow = 18,393 gpd Cumulative Peak Hour Wastewater Flow = 52 gpm Currently proposed for the Faden — West Ave project are as follow: Average Daily Wastewater Flow = 13,533 gpd Cumulative Peak Hour Wastewater Flow = 39.28gpm 13,533 gpd (currently proposed) < 18,393 gpd (Bergmann Associates report) 39.28 gpm (currently proposed) < 52 gpm (Bergmann Associates report) The Bergmann Associates report proposed upgrades to the existing pump station with each project contributing to the cost of the upgrades. The Station Park project did not advance while the remaining three projects continued. Most notably, the Intrada Development advanced through approvals and construction first. As a part of their approvals and construction they reevaluated the pumps station improvements with the elimination of the Station Park project, and they were required to fund and perform the improvements to the pump station as a part of their construction. Both the Askew Apartments and the Faden — West Ave project are aware of the improvements that were required for the Intrada Development and have agreed to provide cost sharing proportionate to the contributing flows. Based on the above it is expected that the existing and proposed sanitary system has adequate capacity to collect and convey the anticipated flow and that the project will not have an adverse impact on the existing system. WATER DEMANDS The water usage rates have been calculated for the 68 residential multifamily units based on the 10 State Standards of 100 gpdpc, with an anticipated population of 2.0 residents per unit. Water usage rates for the 6,915 sf of retail space is based on 0.1 gpd/SF per the "New York State Design Standard for Intermediate Sized Wastewater Treatment Systems". The Average Day, Max Day, and Peak Hour Water usage rates usage for the site have been calculated to be 13,533 gpd, 22,330 gpd, and 42.29 gpm, respectively. A detailed outline of the water demand calculations are as follows: Retail Space: Retail = 6,915 SF x 0.1 gpd/sf = 692 gpd Water Demand Average Day with 20% water reduction for water saving fixtures: = 692 gpd x 80% = 553 gpd Multifamily Units: Page 4 Population = (68 units) x (2.0 residents/unit) = 136 persons Design Average Daily Wastewater Flow = (136) x 100 gpcpd x 20% reduction for water saving measures =13,600 gpd x 80% =10,880 gpd Restaurant Space: Restaurant = (60 seats) x (35 gpd/seat) = 2,100 gpd = 2,100 gpd Total = 553 gpd + 10,880 gpd + 2,100 gpd= 13,533 gpd Water Demand Rates Based on National Avera e Average Day = 100% of average daily demand rate Max Day = 165% of average daily demand rate Max Hour = 450% of average daily demand rate Water Demand For Service Area Average Day = (100%) x (13,533 gpd) = 13,533 gpd = 9.40 gpm Max Day = (165%) x (13,533 gpd) = 22,330 gpd = 15.51 gpm Max Hour = (450%) x (13,533 gpd) = 60,899 gpd = 42.29 gpm The water service connection to the City of Saratoga Springs Public Works water system will provide the domestic and fire protection needs of the proposed development. The proposed buildings will have automatic sprinkler systems. The project proposes one dual domestic and fire protection 6" DIP connection into the existing 8" DIP located along the west side of West Avenue. The connection shall utilize a tapping sleeve and valve to prevent disruption to the water supply during construction. The proposed water system is shown in the attached plan set. The estimated water usage and wastewater flows for the Faden — West Ave Site Plan are within the available capacity the water and wastewater systems in the area. The project applicant has agreed to participate and contribute to the local sanitary sewer improvements that will improve the existing systems. Therefore, it is expected that the connection of the water and sanitary systems will not have an adverse impact on the existing utilities. Page 5 Please review this letter/report and pending your approval please provide an approval letter for this connection. Please contact me at 899-5243 ext. 104 if you have any questions or require any additional information. Thank you. Sincerely, r LANSING ENGINEERING, PC Yates Scott Lansing, PE, CPESC, CPSWQ Cc: Russell Faden (Applicant) Hydraulic Capacity Calculations Project: I West Ave Site Plan Date: 4/7/2023 ko Gravity: Yes rcemain: I No Project Design Average Wastewater Flow gpd = Gallons Per Day Residential Flow = Units x Residents per Unit x Per Capita Flow Comercial Flow = Square Feet x Flow per Square Feet Restaurant Flow = Number of Seats x Flow Per Seat Per Capita Flow Flow Per Sq Ft Flow Per Seat Total Populationj 80 0.08 35 163 gpd gpd gpd Project Area Type Residents/Unit Units Square Feet Seats Flow 1 Restaurant 60 2,100 gpd 2 Commercial 6,915 553 gpd 3 Residential 2.0 68 10,880 gpd 4 Commercial 0 gpd 5 1 1 d 1 0 gpd Total Design Average Daily Wastewater Flow =1 13,533 gpd Contributing Area Design Average Wastewater Flow gpd = Gallons Per Day Per Capita Flow Residential Flow = Units x Residents per Unit x Per Capita Flow Flow Per Sq Ft Comercial Flow = Square Feet x Flow per Square Feet Flow Per Seat Restaurant Flow = Number of Seats x Flow Per Seat Total Populationj 80 0.08 35 0 gpd gpd gpd Contributing Area Type Residents/Unit Units Square Feet Seats Flow 1 0 gpd 2 0 gpd 3 0 gpd 4 0 gpd 5 0 gpd Total Design Average Daily Wastewater Flow = 0 gpd Project Wastewater System Capacity Design gpm = Galons Per Minute PHF = Peak Hour Factor gpm = gpd / 1,440 (Minutes Per Day) P = Population in Thousands Peak Hour I=actor Total Design Average Daily Wastewater Flow = 13,533 gpd PHF = (18 + P") (4+ P'"J Total Design Average Daily Wastewater Flow (gpm) = 9.40 gpm Total Population = 163 PHF = 4.18 Total Population in Thousands (P)= 0.163 Cumulative Peak Hour Wastewater Flow Cumulative Peak Hour Wastewater Flow = Total Design Average Daily Flow x Peak Hour Factor Cumulative Peak Hour Wastewater Flow = 1 56,569 gpd Cumulative Peak Hour Wastewater Flow = 1 39.28 Igpm LANSING ENGINEERING, PC Hydraulic Capacity Calculations Project+ Contributing Area Wastewater System Capacity Design gpm = Galons Per Minute PHF = Peak Hour Factor gpm = gpd / 1,440 (Minutes Per Day) P = Population in Thousands Peak Hour Factor Total Design Average Daily Wastewater Flow = 13,533 gpd PHF (18 + p1/2) = (4+ p1/2) Total Design Average Daily Wastewater Flow (gpm) = 9.40 gpm Total Population = 163.0 PHF = 4.18 Total Population in Thousands (P)= 0.163 Cumulative Peak`Nour'Wastewater Flow Cumulative Peak Hour Wastewater Flow = Total Design Average Daily Flow x Peak Hour Factor Cumulative Peak Hour Wastewater Flow = 56,568 Igpd Cumulative Peak Hour Wastewater Flow = 1 39.28 lgpm Gravity Pipe Site Requirdd,!! *® �gIIPo Based on Mannings Equation Qf= (k/n)AR2/30/2 Trial Pipe Size = 6 in Mannings Number (n) = 0.013 Provided Required Slope (S) = 0.02 ft/ft 357.08 > 39.28 k = 1.49 OK, Use Pipe Size Chosen Flow Area (A) = 0.196 sf Hydraulic Radius (R)= 0.125 ft Full Velocity = 4.05 fps Full Capacity (Qf) = 0.80 cfs Full Capacity = 357.08 gpm Forcemain Not Proposed Based on Mannings Equation Of= (k/n)AR2/1S1/2 and 2fps Cleansing Velocity Trial Pipe Size = in k = 1.49 Provided Min Required Flow Area (A) = 0.000 sf 0.00 < 39.28 Full Velocity (min) = 2.00 fps Provided Max Required Full Velocity (max)= 6.00 fps 0.00 < 39.28 Full Capacity (Qfmin) = 0.00 cfs Adjust Pipe Size Full Capacity (Qfmax) = 0.00 cfs Full Capacity (min) = 0.00 gpm Full Capacity (max) = 0.00 Jgpm LANSING ENGINEERING, RC Hydraulic Capacity Calculations Inflow & Infiltration (Gravity Sewer) Pipe Excess Capacity = Full Design Capacity - Calculated Design Flow Full Design Capacity = Calculated Design Flow = Excess Capacity = Length of Pipe for Local Network = Maximum Allowable Infiltration = 357.08 gpm 39.28 gpm Provided 317.79 gpm 317.79 457620 gpd 89.00 2516 LF 0.48 Miles 50 Gallons/inch of Pi 0.10 Rpm Required > 0.10 OK Diameter/Mile/ Day) LANSING ENGINEERING, PC Water System Demand Rates Project; I West Ave Site Plan Date: 4/7/2023 " Project Water Demand gpd = Gallons Per Day Per Capita Flow Residential Flow = Units x Residents per Unit x Per Capita Flow Flow Per Sq Ft Comercial Flow = Square Feet x Flow per Square Feet Total Population Average Day = Average Per Capita Flow Percentage Average Day Max Day = Maximum Per Capita Flow Percentage Max Dayl Peak Day = Peak Per Capita Flow Percentage in One Hour Peak Dayl ion 0A 162 100 165 450 gpd gpd % % % Project Area Type Residents/unit Units Square Feet Flow 1 Residential 2.0 68 10,880 gird 7.56 gpm 2 Commercial 6,915 553 gpd 0.38 gpm 3 Commercial 2,600 2,100 gpd 1.46 gpm 4 0 gpd 0.00 gpm 5 0 gpd 0.00 gpm Total Water Demand for Service Area = 13,533.2 gpd 9.40 gpm Total Average Day Water Demand for Service Area = 13,533.2 gpd 9.40 gpm Total Max Day Water Demand for Service Area = 22,329.8 gpd 15.51 gpm Total Peak Hour Water Demand for Service Area = 60,899.4 gpd 42.29 gpm Fire Flow Demands gpm = Galons Per Minute SF = Square Feet gpm = gpd / 1,440 (Minutes Per Day) Total Fire -Flow Calculation Area (SF)= 3,000 SF Building Construction Type: Type II-B In accordance with IBC Building Use: Other In accordance with IFCAppendix B Compliant Automatic Sprinkler System: NFPA 13 Sprinkler System In accordance with IFC Section 903.3 Minimum Fire -Flow (gpm) = Flow Duration (hours) = 375 gpm 2.00 hours LANSING ENGINEERING, PC