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20190467 17.062 Station Lane Apts Council Advisory Opinion 8458 STATE ROUTE 8 LANIBINS ENGINEERING PC SUITE 301 MALTA,NY 1 au2o T(51 8)SYS-5243 F 1 51 8)898-5245 May 9, 2019 Mark Torpey,Planning Board Chairman City Hall 474 Broadway Saratoga Springs,NY 12866 RE: Revised Letter Report—Station Lane Apartments Site Plan Dear Mr. Torpey: The Station Lane Apartments Site Plan project proposes three (3) new 3-story apartment buildings with an associated parking area on 8.42 acres located on Station Lane in the City of Saratoga Springs. The buildings will consist of one 12-unit building,one 11-unit building,and one 6-unit building for a total of 29 apartment units. This letter/report will describe the water use and wastewater generation for the proposed development. Public water services and sanitary services are proposed for each apartment building 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 for all apartment units in the building. The total wastewater demands have been calculated based on the 10 State Standards of 100 gallons per capita per day(gpcpd)with an estimated population density of 2.5 residents per dwelling unit.The Average Daily Wastewater Flow and Peak Hour Wastewater Flow generated for the proposed development are 5,120 gpd and 15.25 gpm,respectively. A detailed outline of the wastewater flow calculations are as follows: Station Lane Apartments Site Plan—Development consists of three(3)3-story apartment buildings with a total of 29 apartment units. Apartment Units: Population =(29 units)x(2.5 residents/unit)= 73 persons Design Average Daily Wastewater Flow = (73) x 100 gpcpd x 20% reduction for water saving measures = 7,300 gpd x 80% =5,840 gpd Total Design Average Daily Wastewater Flow=5,840 gpd Total Population= 73 persons Peak Hour Factor(P=population in thousands) (I8 1 I ' )—(18 +0.0731/21=4.28 (4+P1"2) (4+0.073112) PHF=4.28 Page 2 Cumulative Peak Hour Wastewater Flow =(Average Daily Wastewater Flow)x(Peak Hour Factor) _(5,840 gpd)x(4.28) =24,995 gpd = 17.36 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 flow calculated above. K a (calculated design capacity and velocity) Trial Pipe Size=6" Pipe Slope=0.02 ft/ft minimum(2.0%min. for lateral) Full Velocity=4.04 ft/sec Full Capacity=0.790 cfs=356 gpm 356 gpm(design capacity)> 17.36 gpm(required capacity) Therefore Use 6"min. Diameter Pipe for all Gravity Services. The wastewater from the proposed development will be conveyed to the existing public sewer main along Station Lane. A 6"sanitary service will extend from the south of each proposed building to the existing public sewer main. The wastewater flows will be conveyed via the existing gravity sewer main to the existing pump station located along Station Lane, immediately adjacent to the project site. In addition to this project,there are several other proposed developments in the surrounding area that intend to utilize the existing pump station to convey wastewater flows. The existing pump station has been evaluated by the LA Group and it has been determined the pump station shall be upgraded due to the proposed developments within the area. The applicant has provided the necessary information regarding anticipated flows based upon the project buildout and has agreed to contribute a prorated portion of the cost to the pump station upgrade. WATER DEMANDS The water usage rates have been calculated for the 29 apartment units based on the 10 State Standards of 100 gpcpd with an anticipated population of 2.5 residents per unit. The Average Day, Max Day, and Max Hour water usage rates for the site have been calculated to be 5.0 gpm, 8.3 gpm, and 22.7 gpm, respectively. A detailed outline of the water demand calculations are included within Appendix A of this report. A hydrant flow test was performed on 7/17/2013 at 1 West Avenue,near the intersection of West Avenue and Church Street. The static pressure was measured at 69 psi,and the residual pressure was measured at 42 psi, and a flow of 1,060 gpm.The needed fire flow for the development was determined by the guidance from the American Insurance Association and the Insurance Service Office, Incorporated. The American Insurance Association fire flow equations are based on the project area population and indicate a required fire flow of 273 gpm. The Insurance Services Office,Inc fire flow equations are based on the properties of the structures within the project area and indicate a required fire flow of 1,500 gpm. The hydrant flow test indicates an estimated fire flow of 1,658 gpm with a residual pressure of 20 psi.Therefore,adequate capacity exists within the existing water system to provide a fire flow of 1,500 gpm.Each building will be supplied by a new 4"DIP water service and valve to provide both domestic and fire flow. Page 3 The estimated water usage and wastewater flows for the Station Lane Apartments Site Plan are relatively insignificant in comparison with the water and wastewater capacity in the area.Therefore, it is expected that the connection of the water and sanitary systems will not have an adverse impact on the existing utilities. 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, LANSING ENGINEERING, PC Yates Sco „arising, PE, CPESC, CPSWQ Cc: Richard Askew(Applicant) Page 4 Appendix A Water System Demand Calculations Water System Demand Rates __ Project: Station Lane Apartment Site Plan Date: 5/812019 J Project Water Demand gpd=Gallons Per Day Per Capita Flow 100 gpd 1 Residential Flow=Units x Residents per Unit x Per Capita Flow Flow Per Sq Ft :gpd "Comercial Flow=Square Feet x Flow per Square Feet Total Population 73 Average Day=Average Per Capita Flow Percentage Average Day 100 ' Max Day=Maximum Per Capita Flow Percentage Max Day Peak Day=Peak Per Capita Flow Percentage in One Hour Peak Day 450 I% Project Area Type Residents/Unit Units Square Feet Flow 1 Residential 2.5 29 7,250 jgpcl ] 5.03 gpm 2 0 gpd 0.00 gpm 3 0 gpd 0.00 .gpm 4 0 gpd 0.00 gpm 5 0 gpd 0.00 gpm Total Water Demand for Service Area= 7,250.0 gpd 5.0 gpm_ Total Average Day Water Demand for Service Area= 7,250.0 gpd 5.0 gpm Total Max Day Water Demand for Service Area= 11,962.5 gpd _ 8.3 igpm _I Total Peak Hour Water Demand for Service Area=1 32,625.0 gpd 22.7 gpm Fire Flow Demands gpm=Galons Per Minute SF=Square Feet gpm=gpd/1,440(Minutes Per Day) Total Fire-Flow Calculation Area (SF)= 1,800 SF Building Construction Type: Type V-A In accordance with IBC Building Use: Other In accordance with IFC Appendix B Compliant Automatic Sprinkler System: NFPA 13D Sprinkler System In accordance with IFC Section 903.3 Minimum Fire-Flow(gpm)=: 1500 gpm Flow Duration (hours)=I 2.00 hours LANSING ENGINEERING, PC Page 5 Appendix B Hydrant Flow Test Results imbra haps://m.saratoga-springs.orglhlprintmessage'lid=54b5•Itetz=Americ... 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