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20241018 NYS Route 29 Prime Station Lane Site Plan Water and Sewer Report 7.12.24
Prepared by: EP Land Services LLC 621 Columbia Street Ext. Cohoes, NY 12047 (518) 785-9000 Water and Sewer Report for Station Park Subdivision Tax Parcels 165.2-70, 165-2-18 and 165-2-19 City of Saratoga Springs Saratoga County, New York Prepared for Prime Companies 621 Columbia Street Ext. Cohoes NY 12047 July 12, 2024 July 2024 WATER AND SEWER REPORT for STATION PARK SUBDIVISION CITY OF SARATOGA, SARATOGA COUNTY, NY Table of Contents 1.0 INTRODUCTION ......................................................................................................................................................... 1 1.1 Project Description .................................................................................................................................................. 1 1.2 Location and Zoning ................................................................................................................................................ 1 1.3 Existing Town Water/Sewer .................................................................................................................................... 1 1.4 Record Information and Pump Station Upgrades ................................................................................................ 1 1.5 Peak Sewer Rate ...................................................................................................................................................... 2 1.6 Wetlands ................................................................................................................................................................... 2 1.7 100- Year Flood Plain ............................................................................................................................................... 2 2.0 DESIGN STANDARDS ............................................................................................................................................... 3 2.1 NYSDEC Water and Sewer Demand and Design Standards ............................................................................... 3 2.2 Proposed Water ....................................................................................................................................................... 4 2.3 Proposed Sewer ....................................................................................................................................................... 5 2.3.1 Peak Sewer Rate ...................................................................................................................................................... 5 2.3.2 Station Lane Sewer Flows....................................................................................................................................... 5 2.3.3 Pump Station Upgrades .......................................................................................................................................... 5 2.3.1 Generator and Emergency System ........................................................................................................................ 6 2.3.2 Flow Rates in Pipes ................................................................................................................................................. 6 2.4 Pump Station Worst Case Scenario ....................................................................................................................... 7 2.5 District Extensions .................................................................................................................................................. 7 2.6 Financing .................................................................................................................................................................. 7 3.0 EXHIBITS .................................................................................................................................................................... 8 Exhibit 1 – LA Group 2019 Report and Flow meter results ........................................................................................... 9 Exhibit 2 – Average flows for Multifamily (similar project) ......................................................................................... 10 Exhibit 3 – Pump Station Calculations and Pump Information................................................................................... 11 Exhibit 4 – Existing Pump Station Information ............................................................................................................ 12 Exhibit 5 – Pump Station Generator .............................................................................................................................. 13 Exhibit 6 – Fire Hydrant Radius Map and Water Model ............................................................................................... 14 I:\ENGINEERING PROJECTS\PRIME COMPANIES\2022\2022-02-SARATOGA STATION\03-ADMIN\REPORTS\WATER AND SEWER\STATION PARK SUBDIVISION\WATER AND SEWER REPORT 6.21.24 .DOCX Water/Sewer Engineering Report July 2024 Page 1 1.0 INTRODUCTION 1.1 Project Description Prime Companies proposes to construct multi-family apartments, townhouse and hotel on 17.6-acre parcel located between NYS Route 29 and Station Lane in the City of Saratoga. The total area of 17.6 acres is comprised of tax parcels 165-2-70, 165-2-18 and 165-2-19. The parcel is bounded by Station Lane to the north, NYS Route 29 to the south, the railroad tracks to the west, and Multifamily/vacant land to the east. The proposed multi-family apartments will consist of two apartment buildings having a total of 344 units. Each building will be 4 stories tall with a parking garage below each of the buildings. The Townhouse dwelling units will be constructed in grouping with typical of six units per pad site. There will be 46 townhouse dwelling units and a 110-room hotel on the site. 1.2 Location and Zoning The parcel is zoned Neighborhood Center District (NC). 1.3 Existing Town Water/Sewer The City of Saratoga owns and maintains the water distribution main along Station Lane. The existing 8-inch water main has a static pressure of 68 psi and a flow rate of 833 at a residual pressure of 40 psi from the information received from the City about the existing waterline on Station Lane. The pressure reading provided by the City is at the existing hydrant in front of the parcel located at elevation 314.00. The existing Excelsior Ave water plant has a treatment capacity of 8.0 MGD and Geyser Crest wells could supply another 2 MGD if needed. Woodlawn Reservoir serves as backup reservoir with a 5 MG storage capacity. The average demand of water consumption in the city is 4.2 MGD and peak demand of 7.4 MGD for 2024. The project site is located within the water district. The City of Saratoga owns and maintains the gravity sewer and sewer pump station on Station Lane. The existing Station Lane sewer pump station has been recently upgraded with Flygt pumps (Model N3127) to have a pumping rate of 186 gpm based upon the total dynamic head of 110 feet. The 4-inch forcemain from the sewer pump station is connected to the existing 8-inch gravity sewer on West Ave near St. Charles Place. The gravity sewer on West Ave connects to the existing Saratoga County Sewer District #1 (SCSD #1) gravity sewer at the intersection of West Ave and Railroad Run (near Saratoga Regional YMCA). The SCSD #1 gravity then runs east along Railroad Run and then south to the intersection of NYS Route 50. The existing SCSD #1 gravity sewer then runs south along NYS Route 50 to Milton Sewage Pumping Station. Milton Sewage Pump Station has a 20 MGD capacity. The Milton Sewage Pumping Station forcemain is connected to SCSD #1 gravity truck sewer that directly connects to SCSD#1 Wastewater Treatment Plant in Mechanicville. SCSD#1 Wastewater Treatment Plant has a treatment capacity of 43 MGD. 1.4 Record Information and Pump Station Upgrades The LA Group prepared a sewage pump station upgrades report for Station Lane (see Exhibit 1). This report details the existing sewer flow, anticipated sewer flow from surrounding developments and the upgrades needed at the existing Station Lane. In 2019 these upgrades were installed within the pump station. A breakdown of existing and anticipated sewer flows is listed below: Askew Development 5,840 gal/day Faden Development 13,426 gal/day (Lansing Engineering December 21, 2023) Intrada 26,975 gal/day Existing Flow (metered) 14,119 gal/day Total 60,360 gal/day Per LA Group report, Faden anticipated sewer flow rate was 4,400 gpd. Based upon Lansing Engineering letter dated 12/21/23 the sewer flow has been increased by 9,025 gpd. With the peaking factor of 4.0 the peak rate was determined to be 168 gpm with an average flow of 42.0 gpm. The anticipated peak flow of 168 gpm is less than the pumping capacity of 186 gpm as noted above. Water/Sewer Engineering Report July 2024 Page 2 1.5 Peak Sewer Rate The sewer peaking factor of 3.97 was used in LA Group 2019 report. The existing meter sewer flow shows a sewer peaking factor of 3.3. The flow meter shows a peak flow of about 32 gpm with an average flow of 9.8 gpm. (14,119 gpd/24 hours/60 minutes=9.8 gpm). See Exhibit 1 1.6 Wetlands There are ACOE jurisdictional wetlands or watercourses within the project limits. A disturbance of less than 0.04 acres will be required for construction of City Road to connect to Station Lane 1.7 100- Year Flood Plain Per National Flood Insurance Map (FIRM) panel 39091C0433 dated August 16, 1995, the proposed project site is outside the 100-year flood plain. Water/Sewer Engineering Report July 2024 Page 3 2.0 DESIGN STANDARDS 2.1 NYSDEC Water and Sewer Demand and Design Standards The proposed water lateral for the proposed multifamily buildings and hotel will be 6-inch water services to provide domestic and fire suppression within the building. In accordance with City standards the 6-inch water laterals for these buildings will be split inside the building for domestic and fire suppression. Each townhouse and the maintenance building will have its own 1-inch water services lateral. All buildings will have a 6-inch sewer lateral that will connect to the proposed City’s gravity sewer in accordance with NYSDOH requirements. Anticipated water flows are as follows: Water Usage Average Daily Flow (GPD) Average Flow (GPM) Peak Flow (GPM) Multi-Family (Bldg. #1 & #2) 344 units 177- 1-Bedroom Units 9,735 6.76 13.52 147- 2 Bedroom Units 16,170 11.23 22.46 20- 3 Bedroom Units 3,300 2.29 4.58 Hotel 110 rooms 12,100 8.40 16.80 Townhouse Dwellings 46 units x 4 bedrooms per unit 20,240 14.06 28.12 Maintenance Building 1 bathroom 200 0.13 0.26 Totals= 61,745 42.87 85.74 Multifamily building flow rate is based upon records from similar projects (See Exhibit 2). An average flow per bedroom of 55 gal. per bedroom has been assigned to the 344 multifamily units. In accordance NYSDEC Design Standards for Intermediate Sized Water Treatment Systems dated 3/5/2014, Method 3 is allowed way to calculate the demand of a unit or bedroom. Two projects were reviewed and they were Captain’s Lookout (72 units with 128 bedrooms) and Hudson Square (161 units with 245 bedrooms). Both projects have been built within the last 8 years and are owned and operated by Prime Companies. The proposed multifamily buildings at this site will be most similar to Hudson Square Apartments. The average flow per bedroom was determined to be around 42 gal. based upon meter reading. To be conservative, 55 gal. per bedroom has only been assigned to the multifamily portion of this project. Table B-3 of NYSDEC Design Standards for Intermediate Sized Water Treatment Systems dated 3/5/2014 was used to determine anticipated flow rate of Hotel Maintenance Building and Townhouses. The Hotel and Townhouses flow rates were estimated at 110 gallons per bedroom or per hotel room. Plumbing Fixtures will be specified as low flow type fixtures per NY State requirements for water conservation. Water peaking factor of 2 was used. Water/Sewer Engineering Report July 2024 Page 4 Anticipated sewer flows are as follows: Sewer Flows Average Daily Flow (GPD) Average Flow (GPM) Peak Flow (GPM) Multi-Family (Bldg. #1 & #2) 344 units 177- 1-Bedroom Units 9,735 6.76 22.98 147- 2 Bedroom Units 16,170 11.23 38.18 20- 3 Bedroom Units 3,300 2.29 7.79 Hotel 110 rooms 12,100 8.40 28.56 Townhouse Dwellings 46 units x 4 bedrooms per unit 20,240 14.06 47.80 Maintenance Building 1 bathroom 200 0.13 0.52 Totals= 61,745 42.87 145.84 A Sewer peaking factor of 3.4 was used based upon serve population per 10-state standards section Chapter 10. 2.2 Proposed Water The project will utilize the existing 8-inch water line along Station Lane to service the proposed project site. Approximately 2,700 linear feet of 8-inch DIP Cl 52 watermain will be installed in the new roadway Right-of-Way (R.O.W) or City easement for this project. The waterline will be looped internally but there will be one source of water supply (Station Lane) as there is no City watermains on Washington St. (NYS Route 29) in front of the project site. The nearest location of a watermain on Washington St. is approximately 600 feet to the east of the site near Washington St. and Freeman Lane intersection. The 2,700 feet of waterline extension within the existing water district will include 9 hydrants and 7 gate valves. The water laterals for the multifamily and hotel will be 6-inch ductile iron CL52 and will be connected to the proposed 8-inch water main extension in roadway R.O.W. A Siamese connection will be provided on the exterior of the multi-family and hotel buildings. Each Townhouse will have its own 1-inch water service connected to the proposed 8-inch watermain. See Exhibit 6 for Hydrant radius map. From the provided hydrant flow tests data, EPANET software was used to calculate the pressure and flows rates for the proposed water distribution system. Based upon utilizing maximum/peak water demand and a flow rate of 800 gpm at the highest hydrant. The minimum psi was calculated at 26 psi for the project water distribution system based upon fire flow of 800 gpm with peak water demand usage. As the domestic flow rates are small, there is not a significant pressure drop in the City’s water system under the average or maximum daily demand for this project. See Exhibit 6 for calculations/model. A the existing static pressure of 68 psi was observed on the existing water distribution system (approximate at elevation 314 and the highest ceiling will be around elevation +/-375 which will have static pressure of +/-43 psi in the ceiling (highest point) for the project site. Based upon flow characteristics of the existing City’s water system, a booster water pump will most likely not be required to meet fire flow requirements per NYS Building codes, but the Mechanical, Electrical and Plumbing (MEP) Engineer will need to review their model based upon NYS Fre code requirements. The MEP Engineer will be designing the sprinkler within the building and will be provided to the City in a separate report demonstrating that pressure loss within the system during the building permit process. In addition, the MEP engineer will be providing the City with back flow prevention report in conformance rules and regulations with a completed DOH-347 form for the two multi-family unit buildings (Buildings #1 and #2) and the Hotel. Water/Sewer Engineering Report July 2024 Page 5 The City of Saratoga has its own water treatment plant and can produce over 10 MGD gallons of drinking water per day. Based upon average demand of 4.2 MGD and treatment capacity, the additional demand of +/- 62,000 gpd can be satisfied by the existing water distribution/treatment system. 2.3 Proposed Sewer Within the new roadway R.O.W., eleven sewer manholes and approximately 2,300 lf of 8-inch pvc sdr-26 gravity sewer will be installed. The new gravity sewer will transport sewer effluent to existing Station Lane sewer pump station. The sewer pump station will then transport sewer effluent via an existing 4-inch sewer forcemain to the existing gravity sewer located at West Ave. The existing sewer pump station, proposed gravity sewer in roadway R.O.W will be owned and maintained by the City of Saratoga. Each of the multifamily buildings, the Hotel, the Maintenance Building and 46 townhouse units will have a 6-inch sewer laterals at a minimum of 2.0% slope. As the anticipated sewer flow rates and existing sewer flow rates per LA Group 2019 Station Lane upgrade report is near capacity the additional flow from the project site of 61,545 gpd cannot be handled by the new pumps installed in 2019. Thus, the sewer pumps, generator and other items must be upgraded again to satisfy the sewer effluent the project will see by the proposed project. 2.3.1 Peak Sewer Rate A sewer peaking factor of 3.4 was used based upon service population per 10-state standards section Chapter 10. See Exhibit 3 for calculation. This follows the existing meter flow that shows a sewer peaking factor of 3.3. The flow meter shows a peak flow of about 32 gpm with an average flow of 9.8 gpm. (14,119 gpd/24 hours/60 minutes=9.8 gpm). 2.3.2 Station Lane Sewer Flows Askew Development 5,840 gal/day Faden Development 13,426 gal/day (Lansing Engineering December 21, 2023) Intrada 26,975 gal/day Existing Flow (metered) 14,119 gal/day Station Park Subdivision 61,745 gal/day Total 122,105 gal/day With a sewer peaking factor of 3.4, the sewer peak flow was determined 288.30 gpm with an average flow of 84.79 gpm. For design and further discussion, a peak rate of 289 gpm and average flow of 85 gpm will be used. 2.3.3 Pump Station Upgrades City’s Station Lane Pump station proposed to be a submersible pump system with the following design parameters: 1. Pumping Rate=293 gpm 2. Maximum 193 feet of TDH 3. Flygt model NP3171 SH 3 Adaptive 275 4. Impeller- 195 mm diameter 5. 35 HP, 60 HZ. 3-phase, 208 volt To determine the model, impeller, horsepower, TDH, cycle time, float elevations and pumping rate see design calculation in Exhibit 3. “Wet-Well” information from record information (See Exhibit 4): 1. Invert in elev.= 309.00 Water/Sewer Engineering Report July 2024 Page 6 2. High level Alarm elev.=305.10 3. Lag Pump on elev.=304.60 4. Lead Pump on elev.=304.10 5. Pump off elev.=302.10 6. Bottom of wet-well elev.=300.60 Each proposed pumps are designed for 293 gpm based upon a C=110 using Hazen-William Equation, which is greater than sewer peak flow of 289 gpm the proposed pump upgrades is in conformance with NYSDEC and Ten States Standards requiring one pump to be able to pump the sewer peak flow. A C=110 value was used to determine fictional loss in sewer forcemain for the 4-inch DIP as it is approximately 25 years old. Difference C values were reviewed for the proposed Flygt NP3171 pump and below are the results C=Value Total Dynamic Head Flow Rate by Pump Velocity in 4” Forcemain C=140 (New Pipe) TDH=178 358 GPM 9.1 FPS C=120 TDH=189 315 GPM 8.0 FPS C=100 TDH=198 269 GPM 6.8 FPS 2.3.1 Generator and Emergency System As the pumps at this pump station will need to be upgraded so does the generator servicing the pump. The proposed generator replacement will be a natural-powered generator and will serve as a secondary measure per the requirements of section 47.2 of Ten State Standards. The generator is to be located next to the pump station and connected to the control panel as well. The generator is to be Cummins Onan model C80 N6 natural gas generator which will provide sufficient power to run the proposed pump station. The generator outputs 278 Amps where the pumps require a full load current of 87 Amps each. Exhibit 5 for generator information. An existing 4” bypass system is provided for the connection of an emergency pump in the event of pump failure. 2.3.2 Flow Rates in Pipes Sewer Pipe Maximum Flow (Peak factor) Pipe size Slope Cover Flow Rate (gpm) Velocity (fps) Capacity (gpm) EX MH to EX Pump Station 8-inches 0.50%* Over 4.5 feet 200** 2.62 378 SMH#1 to EX MH 8-inches 0.56% Over 4.5 feet 145.00 2.53 400 SHM#2 to SMH#1 8-inches 0.59% Over 4.5 feet 145.00 2.53 412 SMH#3 to SMH#2 8-inches 0.51% Over 4.5 feet 76.75 2.04 382 SMH#4 to SMH#3 8-inches 0.51% Over 4.5 feet 66.25 1.96 382 SMH#5 to SMH#4 8-inches 3.02% Over 4.5 feet 36.50 3.08 930 SMH#6 to SMH#2 8-inches 0.49% Over 4.5 feet 68.25 1.94 375 SMH#7 to SMH#6 8-inches 0.45% Over 4.5 feet 51.00 1.74 359 SMH#8 to SMH#7 8-inches 0.45% Over 4.5 feet 33.75 1.53 359 SMH#9 to SMH#8 8-inches 0.45% Over 4.5 feet 33.75 1.53 359 SMH#10 to SMH#9 8-inches 0.46% Over 4.5 feet 33.75 1.53 359 SMH#11 to SMH#10 8-inches 0.45% Over 4.5 feet 15.50 1.21 359 Above velocities and max. capacity of pipe based upon Manning equation with a N=0.13 per 10-State Standards. Notes *- denotes information obtained from record drawings **-denotes estimate value Water/Sewer Engineering Report July 2024 Page 7 2.4 Pump Station Worst Case Scenario The design calculations utilize 55 gallons per bedroom for the two multi- family buildings which was based upon record information and 110 gallons per bedroom for the Hotel and Townhouses per NYSDEC standards. If 110 gallons per bedroom was assigned to the proposed multifamily units, the average daily flow from the proposed project and other project sites would go from 122,105 gal/day to 151,300 gal/day (additional 29,205 gal/day). This would result in a peak flow of 357 gpm by utilizing a peaking factor on 3.4. As the pumps are set up as lead/lag just encase one pump cannot keep up with flow/fails the second pump would turn on. The two pumps working together can produce +/- 500 gpm at TDH of +/-483 feet with a velocity of 12.7 fps based upon a C=110. While this situation is not anticipated, the two pumps in series can handle the peak flow of 357 gpm if NYSDEC standard if 110 gallon per bedroom was applied to the entire project. As the hotel and townhouses are assigned 110 gallons per bedroom or over 50% of the projected sewer flow of 61,544 gpd, is an overestimate as these two uses can range from 50 to 100 gallons/day/bedrooms based upon actual occupancy rate of the Hotel and number of people in the Townhouses. As this sewer peak situation of 357 gpm is not anticipated and if it was to happen, it would be for a short duration and the two pumps in series exceed 357 gpm if this worst-case scenario was to occur. 2.5 District Extensions The project is located inside the City’s water and sewer districts. No district extensions will be required for this project site. 2.6 Financing Financing the proposed water and sewer improvements to the site shall be born entirely by the developer of the project. Water/Sewer Engineering Report July 2024 Page 8 3.0 EXHIBITS Water/Sewer Engineering Report July 2024 Page 9 Exhibit 1 – LA Group 2019 Report and Flow meter results Engineering Report For STATION LANE SEWAGE PUMP STATION UPGRADES In SARATOGA SPRINGS, NEW YORK Prepared For Vecino Group, New York LLC 305 W Commercial Springfield, MO 65803 Contact: Bruce Adib-Yazdi Prepared By The LA Group, P.C. 40 Long Alley Saratoga Springs, New York 12866 December 28, 2018 Revised May 24, 2019 Engineering Report Saratoga Springs, New York Station Lane Pump Station Upgrades 2017002 1 I. Introduction The wastewater generated by the Intrada Saratoga Springs project will eventually flow to the existing City of Saratoga Springs pump station on Station Lane. The City previously requested an analysis of the capacity and condition of their pump station. The Engineer’s Report dated November 29, 2017 analyzed and offered recommendations for repairs or upgrades necessary to handle several proposed developments that are tributary to this pump facility. The report studied a scenario if three (3) adjacent projects were to move forward and further increase flows to the Station Lane pump station. The Intrada project received Site Plan approval on November 30, 2017. Two of the three adjacent projects on Station Lane are proceeding toward approvals with the City. The Station Lane Apartments will be referred to as the Askew Development. The project at the corner of West Avenue and Station Lane will be referred to as the Faden Development. The Station Lane Pump Station proposal is for upgrades to handle existing flow plus the projected flow from Intrada Development, Askew and Faden. Currently the Intrada project is under construction and the developers desire to start the design, approval, and construction of the Station Lane Pump Station upgrades. II. Facility Description The Station Lane Sewage Lift Station is located just west of West Avenue between Church Street and Washington Street, as shown on Attachment A. The pumping station receives sewage from the buildings fronting both sides of West Avenue between Church Street and Washington Street and conveys it southerly to a receiving sanitary manhole in the middle of West Avenue approximately 450 feet south of the Washington Street intersection. From here, the sewage flows by gravity to the collector at Glenham Road and ultimately for treatment at the Saratoga County Sewer District No. 1 Water Pollution Control Plant in Mechanicville. The Station Lane Sewage Lift Station was constructed in 2000 as part of the West Avenue Reconstruction Project (NYSDOT P.I.N. 1802.27). Information obtained from the City of Saratoga Springs indicates two Flygt submersible pumps are present. Pump #1 was replaced in 2013 with Model #3101.180, 3-phase 5HP 230-volt with a 432 impeller. Pump #2 is a Model #3102.090, 3-phase 5HP 200-volt with a 432 impeller. The station is a wet-well with separate valve chamber configuration. The station is generally in fair to good condition. The pumps appear to be operating to meet current needs although the Pump #2 discharge pipe within the pump chamber is leaking and spraying wastewater back into the chamber every time this pump operates. The natural gas stand-by generator and transfer switch installed in 2000 are in serviceable condition and appear to be adequate for this facility. Engineering Report Saratoga Springs, New York Station Lane Pump Station Upgrades 2017002 2 Photographs - View of Pump Station looking northeast from Station Lane. Looking down into sewer manhole south of pump chamber. Inlet on right side is the 12-inch sewerline from West Avenue. Inlet on left side is the 8-inch sewerline from the train station. Engineering Report Saratoga Springs, New York Station Lane Pump Station Upgrades 2017002 3 Looking down into the pump chamber. The 12-inch inlet pipe is on the left side. Outlet end of valve chamber showing 4-inch gate valves, tee and 4-inch DIP discharge pipe. Engineering Report Saratoga Springs, New York Station Lane Pump Station Upgrades 2017002 4 Influent flow rates have been measured, pump flow rates and capacities have been analyzed and the results are given below in Section V, Capacity Analysis. III. Existing Pump Run Data The City of Saratoga Springs Engineering Department has provided records of the elapsed pump run times for a period beginning February 27, 2017 to October 30, 2017. By using this information we were able to create the chart below showing the total pumping time for each pump and combined total of both pumps for the given period. During the period, the pumps were running for a combined total average of approximately 8.5 hours per day. Pump #2 is running approximately 3 times as long as Pump #1 (6.4 hours vs. 2.1 hours). The Pump #2 discharge pipe within the pump chamber is leaking and spraying wastewater back into the chamber every time this pump operates. This is contributing somewhat to the longer run times. See Attachment E for more information. Engineering Report Saratoga Springs, New York Station Lane Pump Station Upgrades 2017002 5 IV. Pump Station Drawdown Test In conjunction with the City Engineering Department, a pump drawdown test was conducted on November 8, 2017 to determine the rate the pumps were discharging and the rate the pump chamber was refilling after the pumps shut off. Both pumps were pulled out and a visual inspection was conducted. The inside diameter of the existing wet well was measured at 8 feet. The wet-well depth is approximately 24 feet. The total actual pumping rate is estimated to be the average rate of inflow added to the average measured rate of discharge. The pump drawdown test measured the rate that the existing pumps are operating. This was done by measuring the elapsed time it took to pump a known volume of water. Knowing these two parameters, the pumping rate was determined in gallons per minute. Assuming the only contribution to the refill rate after the pumps are turned off is from the sewer main in Station Lane, adding the fill rate to the measured pump rate will give the actual pumping rate of the pumps. Pump No. Average Re-Fill Rate (gpm) Average Measured Pump Rate (gpm) Estimated Actual Pump Rate (gpm) 1 12.6 47.0 59.6 2 23.5 7.8 31.3 1+2 25.1 53.7 78.8 It became clear during the testing that Pump #2 was not operating as efficiently as Pump #1. In fact, the measured rates indicate that Pump #2 is operating at approximately half the capacity of Pump #1. Both pumps were operated at the same time to determine the total capacity of the pumps. In this scenario, the average rate of inflow is approximately 25 gpm and the average rate of discharge is approximately 54 gpm. The total pumping rate is then approximated to be 79 gpm. Pump condition inspection: Once the pump drawdown testing was completed, the pumps were pulled out of the chamber and visually inspected to verify the condition of the impellers. Pump #1 is a 5 hp submersible Flygt Model 3101.180 with a 432 impeller operating at 1,700 rpm. The pump appeared to be in fair condition. A visual inspection of the impeller showed some minor damage to the vane which can be attributed to normal wear and tear. Pump #2 is a 5 hp submersible Flygt Model 3102.090 with a 432 impeller operating at 1,720 rpm. The pump appeared to be older than Pump #1 and in poor condition. A visual inspection of Engineering Report Saratoga Springs, New York Station Lane Pump Station Upgrades 2017002 6 the impeller showed significant wear and tear and a missing seal. The Pump #2 discharge pipe within the pump chamber is leaking and spraying wastewater back into the chamber every time this pump operates. Station Lane Pump #1 Station Lane Pump #1 impeller Station Lane Pump #2 Station Lane Pump #2 impeller V. Capacity Analysis The Flygt pump sales representative was contacted and provided information on the existing pumps. The spec data page and performance curve for Flygt Model 3102.090 are included in Attachment B. According to the manufacturer, both pumps are similar and should perform equally. Given this pump performance information and superimposing a system curve over the theoretical pump curve, the operating point of the pumps can be estimated. Ground elevations have been taken from NYSDOT drawings prepared when the force main and pump station were installed in 2000 to determine the elevation head to be overcome (see profile in Attachment A). Friction Engineering Report Saratoga Springs, New York Station Lane Pump Station Upgrades 2017002 7 losses for the length of the discharge pipe will be determined based on an assumed coefficient of 100 considering the age of the existing force main pipe. Minor losses for pipe fittings and valves are also included in the analysis. See Attachment C for calculations used to determine the system curve. The theoretical operating point from the above chart for one pump running and a coefficient of friction of 100 is approximately 90 gpm at 44 TDH. VI. Findings and Recommendations Existing Conditions The estimated existing maximum peak hourly inflow rate is 20.9 gpm. This estimate was derived from actual flow rates measured at the influent manhole in the period between October 11th and November 15th, 2017. Taking the days with the greatest total flow, the highest flow hour was chosen and the total volume for that hour measured. Dividing the total volume by 60 minutes gave us 17.8 gpm from West Avenue and 3.1 gpm from the train station. Although these highest volume days from both directions did not coincide, we combined them together to be conservative. Refer to Attachment D for the flow test charts. Engineering Report Saratoga Springs, New York Station Lane Pump Station Upgrades 2017002 8 Using manufacturer’s performance curves and a system curve developed for this location, the existing Flygt pumps should be able to pump at 90 gpm each. The diminished performance could be because of wear on the existing pumps. Repair or replacement of these pumps is recommended to bring the pump station back to original capacity. With Pump #1 currently discharging at 59.6 gpm, approximately 38.7 gpm of reserve capacity remains in the existing pump station. If the existing pumps are replaced with similar size units, the capacity would be returned to the original 90 gpm. In this case, the reserve capacity at Station Lane would be 69.1 gpm. Proposed Improvements Lansing Engineering has provided projected flows for the Askew and Faden Developments. The projects are estimated to contribute 5,840 gallons per day and 4,400 gallons per day respectively. Added to Intrada’s 26,975 gallons per day, gives a total additional flow to the Station Lane pump station of 37,215 gallons per day. Dividing by 24 hours and applying a peaking factor of 3.97 gives a peak hourly flow of 102.5 gallons per minute from the three new developments. Adding 102.5 gpm to the existing flow of 20.9 gpm brings the total peak hourly flow to 123.4 gpm. The existing pumps are not capable of handling this increase in peak hourly flow. The pumps will need to be replaced with new pumps and controls. Flygt Model NP-3127.060, 11 HP, VFD controlled pumps are proposed. As proposed with a 248 impeller, these pumps are capable of 185 gpm at 109’ TDH. If both pumps are running simultaneously, the capacity increases to 212 gpm at 133’ TDH. The existing pre-cast concrete wet-well and valve chamber are in good condition and will be retained. New pumps, guiderails, controls, gate valves, check valves and ancillary equipment will be installed. See Attachment B. Engineering Report Saratoga Springs, New York Station Lane Pump Station Upgrades 2017002 9 The estimated cost to upgrade the existing pump station to handle the additional flow from the Intrada Development is approximately $120,000. This includes the cost to provide temporary by- pass pumping, removals and installation of new pumps and controls. Attachments Attachment A NYSDOT Utility Plan and Profile Attachment B1 Existing Flygt Pumps - Data Sheets and Performance Curves Attachment B2 Proposed Flygt Pumps - Data Sheets and Performance Curves Attachment C System Curve Calculations and System vs. Pump Curves Attachment D Flow Test Charts Attachment E Pump Run Data Attachment F Cost Estimate ATTACHMENT A UTILITY PLANS AND PROFILE ASSUMED 4" DIP FORCE MAINLOCATION (NO AS-BUILTINFORMATION AVAILABLE) ATTACHMENT B1 EXISTING FLYGT PUMPS - DATA SHEETS AND PERFORMANCE CURVES Head Pump Efficiency Overall Efficiency Power input P1 Shaft power P2 NPSH-values 432 183mm 432 183mm 68.1% 432 183mm 432 183mm 432 183mm 432 183mm 432 183mm (P2) 432 183mm (P2) 432 183mm (P1) 432 183mm (P1) 432 183mm 432 183mm 0 4 8 12 16 20 24 28 32 36 40 44 48 52 [ft] 0 10 20 30 40 50 60 [%] 0 1 2 3 4 5 [hp] 10 20 30 40 [ft] 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 [US g.p.m.] Motor # 60 Hz Phases 3~ 230 V Number of poles 4 Rated power 5 hp Starting current Rated current 13 A Rated speed 1745 rpm C3102.181 18-11-4AL-W 5hp Stator variant Number of blades 1 Power factor CP 3102 MT 3~ 432 Suction Flange Diameter Performance curve Pump Impeller diameter 7 3/16" Throughlet diameter Motor Rated voltage 79 A Motor efficiency 1/1 Load 3/4 Load 1/2 Load 1/1 Load 3/4 Load 1/2 Load Frequency 66 0.83 85.0 % 0.77 0.67 85.5 % 84.5 % 100 mm Curve ISO Discharge Flange Diameter 3 15/16 inch 3 inch Water, pure Last updateCreated on 11/9/2017 Created byProject IDProject ATTACHMENT B2 PROPOSED FLYGT PUMPS - DATA SHEETS AND PERFORMANCE CURVES Water, pure [100%] ; 39.2°F; 62.42lb/ft³; 1.6891E-5ft²/s Patented self cleaning semi-open channel impeller, ideal for pumping in waste water applications. Possible to be upgraded with Guide-pin® for even better clogging resistance. Modular based design with high adaptation grade. Head 248 155mm 61.7% 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 [ft] 0 50 100 150 200 250 300 350 400 450 500[US g.p.m.] NP 3127 SH 3~ Adaptive 248 155 mm Number of blades 2 Technical specification P - Semi permanent, Wet Configuration 3 1/8 inch Impeller diameter 155 mm Discharge diameter 3 1/8 inch Motor number Installation type N3127.070 21-11-2AL-W 11hp Inlet diameter Maximum operating speed 3495 rpm Materials Grey cast iron Stator housing material Curves according to: Pump information Discharge diameter 80 mm Impeller diameter Impeller Hard-Iron ™ Last update Created on 4/16/2019 Created byProject Block NP 3127 SH 3~ Adaptive 248 Technical specification Motor - General Frequency Rated voltage Rated powerRated speed Rated current 230 V 11 hp3495 rpm 26 A 3~N3127.070 21-11-2AL-W 11hp Phases Total moment of inertia 0.451 lb ft² Power factor - 1/1 Load 0.90 0.88 0.82 87.5 % 88.2 % 87.4 % Motor number Approval 60 Hz Number of poles 2 Stator variant 12 Insulation class H Type of Duty Motor - Technical Power factor - 3/4 Load Power factor - 1/2 Load Motor efficiency - 1/1 Load Motor efficiency - 3/4 Load Motor efficiency - 1/2 Load Starting current, direct starting Starting current, star-delta 221 A 73.7 A S1 Starts per hour max. 30 FM Last update Created on 4/16/2019 Created byProject Block NP 3127 SH 3~ Adaptive 248 Performance curve Duty point 110 ft186 US g.p.m. HeadFlow Curves according to: Water, pure [100%] ; 39.2°F; 62.42lb/ft³; 1.6891E-5ft²/s Head Pump Efficiency Overall Efficiency Power input P1 Shaft power P2 NPSH-values 248 155mm 61.7% 110 ft 52.2 % 46 % 9.92 hp 11.3 hp 18.3 ft 186 US g.p.m. 248 155mm 110 ft 52.2 % 46 % 9.92 hp 11.3 hp 18.3 ft 186 US g.p.m. 248 155mm 110 ft 52.2 % 46 % 9.92 hp 11.3 hp 18.3 ft 186 US g.p.m. 248 155mm (P2) 110 ft 52.2 % 46 % 9.92 hp 11.3 hp 18.3 ft 186 US g.p.m. 248 155mm (P1) 110 ft 52.2 % 46 % 9.92 hp 11.3 hp 18.3 ft 186 US g.p.m. 248 155mm 110 ft 52.2 % 46 % 9.92 hp 11.3 hp 18.3 ft 186 US g.p.m. 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 [ft] 0 10 20 30 40 50 [%] 6.5 7.0 7.5 8.0 8.5 9.0 9.5 10.0 10.5 11.0 11.5 [hp] 15 20 25 30 35 40 [ft] 0 40 80 120 160 200 240 280 320 360 400 440 480 520 [US g.p.m.] Last update Created on 4/16/2019 Created byProject Block NP 3127 SH 3~ Adaptive 248 Duty Analysis Curves according to: Water, pure [100%] ; 39.2°F; 62.42lb/ft³; 1.6891E-5ft²/s Head 248 155mm 61.7% 110 ft 186 US g.p.m. 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 [ft] 0 50 100 150 200 250 300 350 400 450 500 [US g.p.m.] 1 Operating characteristics Individual pump Total 1 186 US g.p.m. 110 ft 9.92 hp 186 US g.p.m. 110 ft 9.92 hp 52.2 752 kWh/US MG 18.3 ft Pumps running Specific /System Flow Head Shaft power Flow Head Shaft power Pump eff. energy NPSHre Last update Created on 4/16/2019 Created byProject Block ATTACHMENT C SYSTEM CURVE CALCULATIONS AND SYSTEM VS. PUMP CURVES INTRADA SARATOGA VECINO GROUP, NEW YORK 11/29/2017 DETERMINE THEORETICAL DAILY AVERAGE AND PEAK HOURLY FLOWS MAX. DAILY FLOW, Q = 14,119 GPD (Based on inflow measurements) AVG. DAILY FLOW, Qav = 9.8 GPM ( 24 HOURS ) POPULATION SERVED = 190 EA (10-STATE STDS. PAGE 10-5 PEAKING FACTOR, Qp/Qav 4.16 FIG. 1, 75 GPD/PERSON) PEAK HOURLY FLOW, Qp =40.7 GPM ( AVG x 4.16 ) (CALCULATED) =20.9 GPM (EXISTING MEASURED) WET WELL SIZE CALCULATIONS MINIMUM VOLUME: TWO MINUTE PUMP RUN TIME WITH 2 MIN FM VELOCITY > 2.0 FPS 80 GPM 160 GAL OR THREE MINUTE MINIMUM REST BETWEEN 3 MIN PUMP STARTS AT PEAK FLOW 21 GPM 63 GAL MAXIMUM VOLUME: THIRTY MINUTE DETENTION TIME AT 30 MIN AVERAGE INFLOW 10 GPM 294 GAL WET WELL INSIDE DIAMETER = 8 FT (EXISTING) NO. OF PUMP STARTS PER DAY = 25 GALLONS PER PUMP START = 564 TOTAL DAILY PUMP RUN TIME = 3.92 HOURS HEIGHT BTWN ON-OFF LEVEL WITH AN 8 FT. DIA. WET WELL : 564 GAL/START/ 376.0 GAL/VLF = 1.50 FT CALCULATIONS BASED UPON INFORMATION PROVIDED STATION LANE SEWAGE PUMPING STATION CALCULATIONS FOR EXISTING CONDITIONS AS OF 11/2017 1 Attachment B INTRADA SARATOGA VECINO GROUP, NEW YORK 11/29/2017 HEAD LOSS CALCULATIONS MINOR LOSSES:TOTAL EQUIV EQUIV. QTY DESCRIPTION SIZE LNGTH LENGTH (IN) (LF) (LF) 1 GATE VALVE 4 2.40 2.40 1 CHECK VALVE 4 31.00 31.00 0 TEE (THROUGH) 4 2.20 0.00 1 TEE (SIDE) 4 10.00 10.00 2 90 DEG. ELBOW 4 4.80 9.60 4 45 DEG. ELBOW 4 2.90 11.60 0 22.5 DEG. ELBOW 4 2.00 0.00 0 11.25 DEG. ELBOW 4 1.00 0.00 1 COUPLING/UNION 4 0.50 0.50 SUB-TOTAL 65.10 PIPE FRICTION LOSSES: 4 - INCH DIP CL52 PIPE 2,099 TOTAL PIPE LENGTH 2,164 SAY 2,170 LF 2 Attachment B INTRADA SARATOGA VECINO GROUP, NEW YORK 11/29/2017 SYSTEM HEAD LOSS TABLE PIPE SIZE (I.D.)= 4 IN. "C" = 120 "C" = 100 FLOW STC HEAD FR HEAD FR HEAD T.D.H. T.D.H. (GPM) (FT.)* (FT.)** (FT)*** (FT)**(FT)*** 0 25.0 0.0 0.0 25.0 25.0 50 25.0 5.3 7.5 30.3 32.5 100 25.0 19.2 26.9 44.2 51.9 150 25.0 40.7 57.0 65.7 82.0 200 25.0 69.3 97.1 94.3 122.1 250 25.0 104.7 146.7 129.7 171.7 300 25.0 146.7 205.6 171.7 230.6 350 25.0 195.2 273.4 220.2 298.4 400 25.0 249.8 350.1 274.8 375.1 450 25.0 310.7 435.3 335.7 460.3 500 25.0 377.5 529.0 402.5 554.0 550 25.0 450.3 631.0 475.3 656.0 600 25.0 529.0 741.2 554.0 766.2 * DISCHARGE ELEVATION = 325 +/- PUMP ELEVATION = 300 +/- ** BASED ON "C" = 120 & 4 " I.D. HDPE DR-11 PIPE *** BASED ON "C" = 100 & 4 " I.D. HDPE DR-11 PIPE CHECK FLYGT SUBMERSIBLE SEWAGE PUMP, MODEL NO. CP 3102 MT, 5 HP, THREE PHASE, 460 VAC, 60 HZ. PUMP DELIVERY : 60 GPM @ TDH= 44 FT. NOTE: FLYGT SYSTEM PER SARATOGA CITY STANDARDS. 3 Attachment B INTRADA SARATOGA VECINO GROUP, NEW YORK 11/29/2017 CHECK TOTAL TIME BETWEEN PUMP STARTS AT AVG. FLOW: t = V/(D-Qav) + V/Qav where: t = (TOTAL TIME BTWN STARTS, MIN.) V = 564 GAL (VOLUME BTWN "OFF AND ON") Qav = 9.80 GPM (AVG. DAILY FLOW) D = 60 GPM (PUMP DELIVERY) t = 68.8 MIN. < 30 MIN. ? CHECK MINIMUM PUMP RUN TIME AT PEAK INFLOW: t = V/(D-Qp) where: t = (PUMP RUN TIME, MIN.) V = 564 GAL (VOLUME BTWN "OFF AND ON") Qp = 20.9 GPM (PEAK INFLOW) D = 60 GPM (PUMP DELIVERY) t = 14.4 MIN. >/= 2 MIN. ? CHECK VELOCITY IN FORCE MAIN: Velocity = (D/A)/448.8 GPM where: A = 0.09 SF (PIPE X-SECT AREA) D = 60 GPM (PUMP DELIVERY) Velocity = 1.5 FPS > 2.0 FPS ? 4 Attachment B Flygt Pump Model CP 3102 MT 3 ~ 4320.020.040.060.080.0100.0120.0140.00 50 100 150 200 250HEAD (FT)FLOW (GPM)SYSTEM VS. PUMP CURVESYSTEM CURVE C=100PUMP CURVE (1 PUMP)PUMP CURVE (2 PUMPS) INTRADA SARATOGA VECINO GROUP, NEW YORK 5/10/2019 EXISTING MEASURED DAILY AVERAGE FLOWS MAX. DAILY FLOW, Qa = 14,119 GPD (Based on inflow measurements) DETERMINE DAILY AVERAGE AND PEAK HOURLY FLOWS FADEN PARCEL DEVELOPMENT: DESIGN FLOW, Qb = 4,400 GPD (LANSING ENGINEERING) ASKEW PARCEL DEVELOPMENT: DESIGN FLOW, Qc = 5,840 GPD (LANSING ENGINEERING) INTRADA DEVELOPMENT: DESIGN FLOW, Qd = 26,975 GPD (LA GROUP STUDY) MAX. DAILY FLOW, Q = 37,215 GPD (Qb through Qd) AVG. DAILY FLOW, Qav = 26 GPM (24 HRS) POPULATION SERVED = 500 EA (10-STATE STDS. PAGE PEAKING FACTOR, Qp/Qav 3.97 10-5, FIG. 1, BASED ON 75 GPD/PERSON) PEAK HOURLY FLOW, Qp = 102.5 GPM ( AVG. x 3.97 ) PEAK HOURLY FLOW, Qa =20.9 GPM (EXISTING, MEASURED) PEAK HOURLY FLOW, Qp = 123.4 GPM (EXISTING + PROPOSED) CALCULATIONS FOR STATION LANE SEWAGE PUMPING STATION UPGRADES CALCULATIONS BASED UPON INFORMATION PROVIDED PROPOSED CONDITIONS WITH INTRADA, FADEN & ASKEW PARCELS INCLUDED 1 Attachment C INTRADA SARATOGA VECINO GROUP, NEW YORK 5/10/2019 WET WELL SIZING CALCULATIONS MINIMUM VOLUME: TWO MINUTE PUMP RUN TIME WITH 2 MIN FM VELOCITY > 2.0 FPS 80 GPM 160 GAL OR THREE MINUTE MINIMUM REST BETWEEN 3 MIN PUMP STARTS AT PEAK FLOW 103 GPM 308 GAL MAXIMUM VOLUME: THIRTY MINUTE DETENTION TIME AT 30 MIN AVERAGE INFLOW 26 GPM 774 GAL WET WELL INSIDE DIAMETER = 8 FT (EXISTING) NO. OF PUMP STARTS PER DAY = 25 GALLONS PER PUMP START = 1,500 HEIGHT BTWN ON-OFF LEVEL WITH AN 8 FT. DIA. WET WELL : 1,500 GAL/START/ 376.0 GAL/VLF = 3.99 FT 2 Attachment C INTRADA SARATOGA VECINO GROUP, NEW YORK 5/10/2019 HEAD LOSS CALCULATIONS MINOR LOSSES:TOTAL EQUIV EQUIV. QTY DESCRIPTION SIZE LNGTH LENGTH (IN) (LF) (LF) 1 GATE VALVE 4 2.40 2.40 1 CHECK VALVE 4 31.00 31.00 0 TEE (THROUGH) 4 2.20 0.00 1 TEE (SIDE) 4 10.00 10.00 2 90 DEG. ELBOW 4 4.80 9.60 4 45 DEG. ELBOW 4 2.90 11.60 0 22.5 DEG. ELBOW 4 2.00 0.00 0 11.25 DEG. ELBOW 4 1.00 0.00 1 COUPLING/UNION 4 0.50 0.50 SUB-TOTAL 65.10 PIPE FRICTION LOSSES: 4 - INCH DIP CL52 PIPE 2,099 TOTAL PIPE LENGTH 2,164 SAY 2,170 LF 3 Attachment C INTRADA SARATOGA VECINO GROUP, NEW YORK 5/10/2019 SYSTEM HEAD LOSS TABLE PIPE SIZE (I.D.)= 4 IN. "C" = 120 "C" = 100 FLOW STC HEAD FR HEAD FR HEAD T.D.H. T.D.H. (GPM) (FT.)* (FT.)** (FT)*** (FT)**(FT)*** 0 25.0 0.0 0.0 25.0 25.0 50 25.0 5.3 7.5 30.3 32.5 100 25.0 19.2 26.9 44.2 51.9 150 25.0 40.7 57.0 65.7 82.0 185 25.0 60.0 84.1 85.0 109.1 212 25.0 77.2 108.2 102.2 133.2 300 25.0 146.7 205.6 171.7 230.6 350 25.0 195.2 273.4 220.2 298.4 400 25.0 249.8 350.1 274.8 375.1 450 25.0 310.7 435.3 335.7 460.3 500 25.0 377.5 529.0 402.5 554.0 550 25.0 450.3 631.0 475.3 656.0 600 25.0 529.0 741.2 554.0 766.2 * DISCHARGE ELEVATION = 325 +/- PUMP ELEVATION = 300 +/- ** BASED ON "C" = 120 & 4 " I.D. RCP PIPE *** BASED ON "C" = 100 & 4 " I.D. RCP PIPE USE FLYGT N3127.060 248 IMP SUBMERSIBLE SEWAGE PUMP, 11 HP, THREE PHASE, 208 VAC, 60 HZ., 3540 RPM. PUMP DELIVERY : 185 GPM @ TDH= 109 FT. 212 GPM @ TDH= 133 FT. (2 PUMPS RUNNING) NOTE: FLYGT SYSTEM SPECIFIED PER CITY OF SARATOGA SPRINGS STANDARD. 4 Attachment C INTRADA SARATOGA VECINO GROUP, NEW YORK 5/10/2019 CHECK TOTAL TIME BETWEEN PUMP STARTS AT AVG. FLOW: t = V/(D-Qav) + V/Qav where: t = (TOTAL TIME BTWN STARTS, MIN.) V = 1500 GAL (VOLUME BTWN "OFF AND ON") Qav = 25.8 GPM (AVG. DAILY FLOW) D = 185 GPM (PUMP DELIVERY) D = 212 GPM (2 PUMP DELIVERY) t = 67.6 MIN. < 30 MIN. ? t = 66.2 MIN. < 30 MIN. ? (2 PUMPS) CHECK MINIMUM PUMP RUN TIME AT PEAK INFLOW: t = V/(D-Qp) where: t = (PUMP RUN TIME, MIN.) V = 1500 GAL (VOLUME BTWN "OFF AND ON") Qp = 123.4 GPM (PEAK INFLOW) D = 185 GPM (PUMP DELIVERY) D = 212 GPM (2 PUMP DELIVERY) t = 24.4 MIN. >/= 2 MIN. ? t = 16.9 MIN. >/= 2 MIN. ? (2 PUMPS) CHECK VELOCITY IN FORCE MAIN: Velocity = (D/A)/448.8 GPM where: A = 0.09 SF (PIPE X-SECT AREA) D = 185 GPM (PUMP DELIVERY) D = 212 GPM (2 PUMP DELIVERY) Velocity = 4.7 FPS > 2.0 FPS ? Velocity = 5.4 FPS > 2.0 FPS ? (2 PUMPS) 5 Attachment C Flygt Pump Model NP-3127.0600.050.0100.0150.0200.0250.00 50 100 150 200 250 300 350 400HEAD (FT)FLOW (GPM)SYSTEM VS. PUMP CURVESYSTEM CURVE C=100PUMP CURVE (FLYGT 3127 w/248imp)PUMP CURVE (2‐FLYGT 3127) ATTACHMENT D FLOW TEST CHARTS ATTACHMENT E PUMP RUN DATA Station Lane Pump Station11/16/2017Hrs./WkDaysHrs./DayPump Rate (gal/min.)1Volume (gal/day)Hrs./WkDaysHrs./DayPump Rate (gal/min.)1Volume (gal/day)Total Hrs./DayTotal Volume (gal/day)10/30/17 606 6294 9 7 1.29 59.6 4,598 33 7 4.71 31.3 8,853 6.00 13,451 10/23/17 597 6261 10 7 1.43 59.6 5,109 35 7 5.00 31.3 9,390 6.43 14,499 10/16/17 587 6226 8 6 1.33 59.6 4,768 31 6 5.17 31.3 9,703 6.50 14,471 10/10/17 579 6195 10 7 1.43 59.6 5,109 44 7 6.29 31.3 11,805 7.71 16,913 10/3/17 569 6151 12 8 1.50 59.6 5,364 44 8 5.50 31.3 10,329 7.00 15,693 9/25/17 557 6107 9 6 1.50 59.6 5,364 34 6 5.67 31.3 10,642 7.17 16,006 9/19/17 548 6073 13 8 1.63 59.6 5,811 55 8 6.88 31.3 12,911 8.50 18,722 9/11/17 535 6018 11 6 1.83 59.6 6,556 54 6 9.00 31.3 16,902 10.83 23,458 9/5/17 524 5964 10 6 1.67 59.6 5,960 49 6 8.17 31.3 15,337 9.83 21,297 8/30/17 514 5915 16 9 1.78 59.6 6,357 65 9 7.22 31.3 13,563 9.00 19,921 8/21/17 498 5850 15 7 2.14 59.6 7,663 58 7 8.29 31.3 15,561 10.43 23,223 8/14/17 483 5792 12 7 1.71 59.6 6,130 50 7 7.14 31.3 13,414 8.86 19,545 8/7/17 471 5742 15 7 2.14 59.6 7,663 54 7 7.71 31.3 14,487 9.86 22,150 7/31/17 456 5688 15 7 2.14 59.6 7,663 49 7 7.00 31.3 13,146 9.14 20,809 7/24/17 441 5639 23 7 3.29 59.6 11,750 53 7 7.57 31.3 14,219 10.86 25,969 7/17/17 418 5586 22 7 3.14 59.6 11,239 22 7 3.14 31.3 5,902 6.29 17,141 7/10/17 396 5564 17 7 2.43 59.6 8,685 41 7 5.86 31.3 11,000 8.29 19,684 7/3/17 379 5523 26 7 3.71 59.6 13,282 20 7 2.86 31.3 5,366 6.57 18,648 6/26/17 353 5503 15 7 2.14 59.6 7,663 45 7 6.43 31.3 12,073 8.57 19,736 6/19/17 338 5458 16 7 2.29 59.6 8,174 39 7 5.57 31.3 10,463 7.86 18,637 6/12/17 322 5419 13 7 1.86 59.6 6,641 40 7 5.71 31.3 10,731 7.57 17,373 6/5/17 309 5379 15 6 2.50 59.6 8,940 42 6 7.00 31.3 13,146 9.50 22,086 5/30/17 294 5337 16 8 2.00 59.6 7,152 53 8 6.63 31.3 12,442 8.63 19,594 5/22/17 278 5284 15 7 2.14 59.6 7,663 52 7 7.43 31.3 13,951 9.57 21,614 5/15/17 263 5232 16 7 2.29 59.6 8,174 54 7 7.71 31.3 14,487 10.00 22,661 5/8/17 247 5178 14 7 2.00 59.6 7,152 48 7 6.86 31.3 12,878 8.86 20,030 5/1/17 233 5130 15 7 2.14 59.6 7,663 49 7 7.00 31.3 13,146 9.14 20,809 4/24/17 218 5081 15 7 2.14 59.6 7,663 54 7 7.71 31.3 14,487 9.86 22,150 4/17/17 203 5027 16 7 2.29 59.6 8,174 52 7 7.43 31.3 13,951 9.71 22,125 4/10/17 187 4975 16 7 2.29 59.6 8,174 52 7 7.43 31.3 13,951 9.71 22,125 4/3/17 171 4923 21 7 3.00 59.6 10,728 35 7 5.00 31.3 9,390 8.00 20,118 3/27/17 150 4888 14 7 2.00 59.6 7,152 43 7 6.14 31.3 11,536 8.14 18,688 3/20/17 136 4845 24 7 3.43 59.6 12,261 17 7 2.43 31.3 4,561 5.86 16,821 3/13/17 112 4828 13 7 1.86 59.6 6,641 46 7 6.57 31.3 12,341 8.43 18,982 3/6/17 99 4782 15 7 2.14 59.6 7,663 58 7 8.29 31.3 15,561 10.43 23,223 2/27/17 84 47242.13 7,621 6.41 12,046 19,668 Total Pump #1 and Pump #2 8.55 19,668 1. Based on pump drawdown tests conducted on 11-8-17Date EndingPump #1Pump #2Pump #1 Pump #2 Both PumpsAverage Average Location: Date: Engineer: Job # Test by: Witnessed by: SHEET 1 OF 1 Pump Chamber ID = 8 feet Pump Chamber Depth = 24 feet +/- Pump #1: avg fill rate avg net pump rate est. pump rate Pump #2: avg fill rate avg net pump rate est. pump rate Pump #1 + #2: avg fill rate avg net pump rate est. pump rate 12.6 47.0 59.6 23.5 25.1 53.7 Pump No. Run No. 78.8 31.3 7.8 1 272 260 12 241 + 2 1 233 257 17.1223761 1 248 236 12 236 242 6 25.115376 14 53.7752 188 8 23.5 31 15 2.1 188 14 13.4 232 233 1 2 1 232 238 6 238 232 6 4 47.0 3 242 236 6 2 242 236 6 236 242 6 Start Finish Difference (gallons) Empty Fill Pump Fill 47.0 188 23 8.2 188 15 12.5 188 4 188 11/08/17 201702 Station Lane, Saratoga Springs Dan Desjardins Dan Desjardins City DPW Liquid Level Below Top (inches) Elapsed Time (min) Net Rate (gpm)Volume The pump drawdown test is being conducted to verify the discharge rate of the existing pumps. Both the time to drawdown the liquid level in the pump chamber and the time it takes to fill back up to the original level will be measured. ATTACHMENT F COST ESTIMATE PREPARED BY: DATE CHECKED BY: DATE SUBJECT: PROJECT NUMBER: SHEET 1 OF 2 Option 1:Preliminary Estimated Cost: $132,800 D. Desjardins 05/10/19 Vecino Intrada ‐ Station Lane Pump Station Upgrades 2017002 Under this option, the existing pumps will be removed and replaced with new pumps and controls that will have the capacity to handle the additional flows from the Intrada, Faden and Askew projects. The existing wet‐well, valve chamber and control panel structures will be retained. The interior ductile‐iron piping, check valves and gate valves will be removed and replaced. The existing stand‐by generator has been determined to be sufficient to operate these new pumps since the variable speed pumps take considerably less amperage to start than the fixed speed pumps. ENGINEER'S ESTIMATE OF CONSTRUCTION COSTS ITEM NO. DESCRIPTION UNIT PRICE TOTAL 1 PROVIDE TRAFFIC CONTROL AS NEEDED 5.00 DAYS $2,500.00 $12,500.00 2 PROVIDE TEMPORARY BY-PASS PUMPING AND/OR STORAGE 5.00 DAYS $5,000.00 $25,000.00 3 REMOVE EXISTING SEWAGE PUMPS AND CONTROLS 1.00 LS $2,500.00 $2,500.00 4 REMOVE EXISTING PIPING, VALVES, GUIDERAILS AND PATCH STRUCTURE 1.00 LS $2,500.00 $2,500.00 5 INSTALL NEW SUBMERSIBLE SEWAGE PUMPS AND CONTROLS 5.00 DAYS $3,000.00 $15,000.00 6 INSTALL NEW GUIDERAILS,GATE VALVES, CHECK VALVES, FITTINGS, 2.00 DAYS $3,000.00 $6,000.00 PRIME CONTRATOR SUB-TOTAL $63,500.00 1 SUBMERSIBLE SEWAGE PUMPS - FLYGT MODEL NP-3127.060 2.00 EA $6,174.00 $12,348.00 2 SUBMERSIBLE SEWAGE MIXER - FLYGT FLUSH VALVE 1.00 EA $2,164.00 $2,164.00 3 GUIDE RAILS, SPARE PARTS, PIPES, CHAINS, MISC. EQUIPMENT 1.00 LS $4,816.00 $4,816.00 4 VFD CONTROL PANEL 1.00 EA $21,937.00 $21,937.00 5 START-UP SERVICES 1.00 LS $789.00 $789.00 6 FREIGHT CHARGE 1.00 LS $2,227.00 $2,227.00 PUMP SUPPLIER SUB-TOTAL $44,281.00 1 INSTALL CONTROL PANEL, JUNCTION BOX AND CONDUIT 1.00 LS $8,500.00 $8,500.00 2 EXCAVATION TO REPLACE BURIED CONDUITS 1.00 LS $2,500.00 $2,500.00 ELECTRICAL SUB-TOTAL $11,000.00 STATION LANE PUMP STATION UPGRADES TOTAL $118,781.00 ENGINEERING $14,000.00 TOTAL COST $132,781.00 SAY $132,800 QUANTITY/ UNIT PROJECT: Intrada Saratoga OWNER: Vecino Group, New York, LLC ENGINEER: THE LA GROUP, P.C. DATE: 10-May-2019 PROJECT #: 2017002 STATION LANE PUMP STATION UPGRADES PRIME CONTRATOR PUMP SUPPLIER ELECTRICAL 2017002 PS Upgrade Cost Estimate (5-10-19)Page 2 of 2 Water/Sewer Engineering Report July 2024 Page 10 Exhibit 2 – Average flows for Multifamily (similar project) Hudson Sqaure-Water Meter Data Building #1 3862 Gallons in Hundreds Used Building #2 4819 Gallons in Hundreds Used Start date 11/1/2023 End Date 2/1/2024 # of Days 92 Average use=9435.87 GPD # of Bedrooms=245 Average Use per Bedroom=38.5 GPD Building #1 3845 Gallons in Hundreds Used Building #2 4675 Gallons in Hundreds Used Start date 11/1/2023 End Date 2/1/2024 # of Days 92 Average use=9260.87 GPD # of Bedrooms=245 Average Use per Bedroom=37.8 GPD Building #1 4719 Gallons in Hundreds Used Building #2 6600 Gallons in Hundreds Used Start date 7/31/2023 End Date 11/1/2023 # of Days 93 Average use=12170.97 GPD # of Bedrooms=245 Average Use per Bedroom=49.7 GPD Building #1 5850 Gallons in Hundreds Used Building #2 5551 Gallons in Hundreds Used Start date 5/1/2023 End Date 7/31/2023 # of Days 91 Average use=12528.57 GPD # of Bedrooms=245 Average Use per Bedroom=51.1 GPD Average water usage =44.3 GPD/Bedroom Captain's Lookout-Water Meter Data Building #1 2299 Gallons in Hundreds Used Building #2 2162 Gallons in Hundreds Used Start date 11/1/2023 End Date 2/1/2024 # of Days 92 Average use=4848.913 GPD # of Bedrooms=128 Average Use per Bedroom=37.9 GPD Building #1 2339 Gallons in Hundreds Used Building #2 2231 Gallons in Hundreds Used Start date 11/1/2023 End Date 2/1/2024 # of Days 92 Average use=4967.391 GPD # of Bedrooms=128 Average Use per Bedroom=38.8 GPD Building #1 2046 Gallons in Hundreds Used Building #2 2736 Gallons in Hundreds Used Start date 7/31/2023 End Date 11/1/2023 # of Days 93 Average use=5141.935 GPD # of Bedrooms=128 Average Use per Bedroom=40.2 GPD Building #1 2192 Gallons in Hundreds Used Building #2 3064 Gallons in Hundreds Used Start date 5/1/2023 End Date 7/31/2023 # of Days 91 Average use=5775.824 GPD # of Bedrooms=128 Average Use per Bedroom=45.1 GPD Average water usage =40.5 GPD/Bedroom Water/Sewer Engineering Report July 2024 Page 11 Exhibit 3 – Pump Station Calculations and Pump Information Project Name:Station Lane Average Daily Flow (gpm):85 Pump Operational Point No. 1 (gpm@tdh):293 gpm @ 193 TDH Pump Manufacturer:Flygt Model Number:NP 3171 SH3 Impeller Diameter:195 mm Horse Power:35 Voltage:208 Force Main Diameter (in):4" DIP existing Force Main Length (ft):2,100 File Path: City of Saratoga Springs Existing Wastewater Pump Station and Forcemain Upgrades Station Park Subdivision I:\Engineering Projects\Prime Companies\2022\2022-02-Saratoga Station\03-Admin\Reports\water and sewer\Pump station design (Flygt-6- 24-24).xlsx Design Pumping Flow Rate Service Area Population = 3 in thousand Peak Factor = 18 + √P 4 + √P Calculated Peak Factor = 3.4 Design Peak Factor = 3.4 Average Daily Flow = 121,905 GPD Peak Flow = 414,477 GPD Minimum Pumping Rate Required = 288 GPM Design Pumping Rate = 300 GPM Peaking Factor Calculation Determine Minimum Pump Rate Cycle Time & Wet Well Geometry (Required for Wet Well Sizing ) ADF = 85 gpm Pumping Rate = 300 gpm Time = 10.0 min. Cycles Per Hour = 6.0 Check Cycles Per Hour: Check Cycles Per Hour: Required Volume = 608 Gallons Pick Wet Well Diameter = 8.0 Ft Pick Wet Well Cycle = 2.00 Vert. Ft Volume in Cycle = 752 Gallons Vertical Datum Used: Wet well Dia. = 8.0 Ft Top Elev= 324.60 Gnd Elev= 324.60 SS Invert In= 309.00 Alarm = 305.10 Lag On = 304.60 Lead On = 304.10 Pumps Off = 302.10 Low Alarm = Bottom Invert Elev = 300.60 OK Target Cycles Per Hour Determine Wet well Diameter Determine Wet Well Invert & Float Elevations NAVD 88 OK OK Design Pump Rate (gpm) = 300 Select Force Main Size (in) =4 Velocity (fps) = 7.66 Meets Minimum Velocity Requirement? Meets Maximum Velocity Requirement? Line Length (ft) =2,099 Account for Minor Losses = 5% per 100 lf Forcemain Equiv Length (ft) = 2,204 Connection Point: Design Pump Rate (gpm) = 300 Pick Wet Well & Valve Vault Piping Size (in) = 4 Velocity (fps) = 7.66 Meets Minimum Velocity Requirement?OK > 2 FPS Meets Maximum Velocity Requirement?OK < 8 FPS Item Number of Fittings L/D Ratio Equivalent Length 45 bend 4 16 21.33 90 bend 2 16 10.67 22.5 bend 0 8 0.00 Branch Tee Flow 2 30 20.00 Gate valve 1 20 6.67 Plug Valve 0 17 0.00 Check Valve 1 40 13.33 Union 1 2 0.67 0.00 Equivalent Fitting Length (ft) = 73 Wet Well & Valve Vault Piping Length (ft) =20 Total Equivalent Pump Station Pipe Length (ft) = 93 Pump Station and Fitting Equiv Length (ft) = 93 Force Main & Piping Design Pump Station Piping Data Force Main Data OK OK Gravity Sewer on Burgoyne Road Wet Well Piping Diameter (in) = 4 Force Main Diameter (in) = 4 Material=DIP Material=DIP Equivalent Wet Well Piping Length (ft) = 93 Equivalent Force Main Length (ft) = 2204 Hazen-Williams C Factor = 120 Hazen-Williams C Factor = 110 Hazen-Williams C Factor = 110 Connection Elevation = 322 Minimum Required Pump Rate(GPM) = 288 ( High point)Design Pumping Rate (GPM)= 300 Elevation Out = 300 (Bottom of Wet Well) Friction Head Hazen-Willaims Equation f=10.44 x L(ft) x Q1.85(gpm) C1.85 x D (inches)4.47 GPM Static Head (ft.) Friction Head in 4" DIP in Wetwell/Force main (ft.) (C=120) Friction Head in 4" DIP in Wetwell/Force main (ft.) (C=110) TDH (C=120) TDH (C=110) Forcemain Velocity 4" DIP Pipes (fps) 100 22 20.011 23.506 42.01 45.51 2.55 150 22 42.368 49.768 64.37 71.77 3.83 250 22 109.009 128.047 131.01 150.05 6.39 293 22 146.210 171.746 168.21 193.75 7.48 300 22 152.738 179.413 174.74 201.41 7.66 315 22 167.165 196.361 189.17 218.36 8.05 325 22 177.115 208.049 199.12 230.05 8.30 350 22 203.141 238.620 225.14 260.62 8.94 Pump Manufacturer: Model Number: Impeller Diameter: Horsepower:35 Hertz 60 195 mm Existing Wet Well Data Existing Force Main Data Pump Selection Static Head Pump General Design Requirments Flygt NP 3171 SH 3 Adaptive 275 0501001502002503000 50 100 150 200 250 300 350 400 450TDH (FT)Flow (GPM)Pump and Force Main System CurveOperation Point (C=120)Pump Head (C=120)Pump CurvePump Head (C=110)Operation Point (C=110)189293FlygtSubmersible Pump Non-Clog PumpConstant Speed PerformanceModel 3171 SH3-275315193 Station Operation Check Proposed Operational Point No.1 293 GPM @ 193 TDH Check Wet well Cycle Times Wet well Wet well Wet well Wet well Diameter Area Cycle Volume (feet) (gal / VF) (ft) (gal) 8.0 376 2.00 752 Fill = Wet well Volume = 8.9 minutes ADF Run = Wet well Volume = 3.6 minutes Pump Rate - ADF Total = 12.5 minutes Cycle Time = 4.8 Cycles / Hour Meets Minimum Cycle Time?OK Meets Maximum Cycle Time?OK 74.0 - 5/20/2024 (Build 39) Program version Data version 6/17/2024 12:32 A6P6 User group(s) Xylem: USA - INT 40 °C Patented self cleaning semi-open channel impeller, ideal for pumping in waste water applications. Modular based design with high adaptation grade. Head 275 195mm 62.7% 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 [ft] 0 100 200 300 400 500 600 700 800 [US g.p.m.] NP 3171 SH 3~ 275 195 mm Number of blades 2 Technical specification P - Semi permanent, Wet Configuration 4 inch Impeller diameter 195 mm Discharge diameter 4 inch Motor number Installation type N3171.095 25-18-2AA-W 35hp Inlet diameter Maximum operating speed 3530 rpm Material Curves according to: Pump information Discharge diameter 150 mm Impeller diameter Impeller Hard-Iron ™ Water, pure [100%],39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s Curve: ISO 9906 Max. fluid temperature Water, pure Nominal (mean) data shown. Under- and over-performance from this data should be expected due to standard manufacturing tolerances. Please consult your local Flygt representative for performance guarantees. Xylect-20195937 6/19/2024Last updateCreated on 6/19/2024 Ian BelczykCreated byProject Block 74.0 - 5/20/2024 (Build 39) Program version Data version 6/17/2024 12:32 A6P6 User group(s) Xylem: USA - INT NP 3171 SH 3~ 275 Technical specification Motor - General Frequency Rated voltage Rated powerRated speed Rated current 208 V 35 hp3530 rpm 87 A 3~N3171.095 25-18-2AA-W 35hp Phases Power factor - 1/1 Load 0.91 0.89 0.82 91.0 % 91.9 % 92.0 % ATEX approved 60 Hz Number of poles 2 Stator variant 9 Insulation class H Type of Duty Motor - Technical Power factor - 3/4 Load Power factor - 1/2 Load Motor efficiency - 1/1 Load Motor efficiency - 3/4 Load Motor efficiency - 1/2 Load Total moment of inertia 1.72 lb ft² Starting current, direct starting 675 A Starting current, star-delta 195 A S1 Starts per hour max. 30 FM Version code 095 Motor number Xylect-20195937 6/19/2024Last updateCreated on 6/19/2024 Ian BelczykCreated byProject Block 74.0 - 5/20/2024 (Build 39) Program version Data vers ion 6/17/2024 12:32 A6P6 Us er group(s ) Xylem: USA - INT N P 3 1 7 1 SH 3 ~ 2 7 5 Performance curve Dut y point 187 ft319 US g.p.m. He adFlow Curv es a ccording to: Head Overall Efficiency Efficiency Power input P1 Shaft power P2 NPSHR-values 275 195mm 62.7% 187 ft 54 % 48.7 % 28 hp 13.9 ft 319 US g.p.m. 31.1 hp 275 195mm 187 ft 54 % 48.7 % 28 hp 13.9 ft 319 US g.p.m. 31.1 hp 275 195mm 187 ft 54 % 48.7 % 28 hp 13.9 ft 319 US g.p.m. 31.1 hp275 195mm (P2) 187 ft 54 % 48.7 % 28 hp 13.9 ft 319 US g.p.m. 31.1 hp 275 195mm (P1) 187 ft 54 % 48.7 % 28 hp 13.9 ft 319 US g.p.m. 31.1 hp 275 195mm NPSHR = 32.809 ft 187 ft 54 % 48.7 % 28 hp 13.9 ft 319 US g.p.m. 31.1 hp 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 [ft] 0 10 20 30 40 50 [%] 12 16 20 24 28 [hp] 10 15 20 25 30 35 40 45 50 [ft] 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 850 900 [US g.p.m.] W a ter, pure [100%],39.2 °F ,62.42 lb/ft³,1.6891E-5 ft²/s Curve: ISO 9906 Water, pure Xy lect-20195937 6/19/2024Last updateCreated on 6/19/2024 I an Belczy k 6/19/2024 Nomi nal (mean) data shown. Under- and over-performance from this data should be expected due to standard manufacturing tolerances. Please consult your local Flygt repres entative for performance guarantees. 74.0 - 5/20/2024 (Build 39) Program version Data vers ion 6/17/2024 12:32 A6P6 Us er group(s ) Xylem: USA - INT U S g.p.m. Pum ps /Flow Head Shaft power Flow Head Shaft power Hydr.eff .Spec. Energy NPSHre Systems 1 3 1 9 18 7 28 31 9 18 7 2 8 5 4 %12 1 0 13 .9 U S g.p.m. N P 3 1 7 1 SH 3 ~ 2 7 5 Duty Anal ys i s Curv es a ccording to:W ater, pure [100%] ; 39.2°F ; 62.42lb/ft³; 1.6891E-5ft²/s Head 275 195mm 62.7% 187 f t 319 US g.p.m. 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 [f t] 0 100 200 300 400 500 600 700 800 [US g.p.m.] 1 O pe r at ing char act e rist ics kW h/U S MGfthpUS g.p.m .f t hp f t Nominal (mean) data shown. Under- and over-performance from this data should be expected due to standard manufacturing toler ances. Please consult your local Flyg t representative for performance guarantees. Xy lect-20195937 6/19/2024Last updateCreated on 6/19/2024 I an Belczy kCreated byProject Block 74.0 - 5/20/2024 (Build 39) Program version Data vers ion 6/17/2024 12:32 A6P6 Us er group(s ) Xylem: USA - INT Head Ov erall Ef f iciency Ef f ic iency Pow er input P1 Shaf t pow er P2 NPSHR-v alues 55 Hz 62.7% 50 Hz 62.7% 45 Hz 62.7% 40 Hz 62.7% 275 195mm 62.7% 55 Hz50 Hz45 Hz40 Hz 275 195mm55 Hz50 Hz45 Hz40 Hz 275 195mm 55 Hz 50 Hz 45 Hz 40 Hz 275 195mm (P2) 55 Hz 50 Hz 45 Hz 40 Hz 275 195mm (P1) 55 Hz 50 Hz 45 Hz 40 Hz 275 195mm NPSHR = 32.809 f t 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 [f t] 0 10 20 30 40 50 [%] 5 10 15 20 25 30 [hp] 10 20 30 40 [f t] 0 100 200 300 400 500 600 700 800 [US g.p.m.] N P 3 1 7 1 SH 3 ~ 2 7 5 VFD C urve Curv es a ccording to:,39.2 °F ,62.42 lb/ft³,1.6891E-5 ft²/s Curve: ISO 9906 Water, pure Xy lect-20195937 6/19/2024Last updateCreated on 6/19/2024 Ian Belczy kCreated byProject Block Nominal (mean) data s hown. Under- and over-performance from thi s data shoul d be expected due to standard manufacturing tolerances . Please cons ult your local Flygt representative for performanc e guarantees. 74.0 - 5/20/2024 (Build 39) Program version Data vers ion 6/17/2024 12:32 A6P6 Us er group(s ) Xylem: USA - INT Head 55 Hz 62.7% 50 Hz 62.7% 45 Hz 62.7% 40 Hz 62.7% 275 195mm 62.7% 187 f t 319 US g.p.m.0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 [f t] 0 100 200 300 400 500 600 700 800 [US g.p.m.] 1 N P 3 1 7 1 SH 3 ~ 2 7 5 VFD Analys is Curv es a ccording to:W ater, pure [100%] ; 39.2°F ; 62.42lb/ft³; 1.6891E-5ft²/s ft Pum ps /Frequency Flow Head Shaft power Flow Head Shaft power Hydr.ef f.Specific energy NPSHre System s 1 60 Hz 319 187 28 319 187 28 54 %1210 13.9 1 55 Hz 269 162 21.2 269 162 21.2 52 %1060 11.9 1 50 Hz 214 139 15.5 214 139 15.5 48.6 %981 10 1 45 Hz 151 120 10.8 151 120 10.8 42.3 %984 8.4 ft O pe r at ing Charact e r ist ics kWh/US MGUS g .p.m.ft hp US g .p.m.hp ft W ater, pure [100%] ; 39.2°F ; 62.42lb/ft³; 1.6891E-5ft²/s Nominal (mean) data shown. Under- and over-performance from thi s data should be expected due to standard manufac turing tolerances. Pleas e consult your local Flygt representative for performanc e guarantees. Xy lect-20195937 6/19/2024Last updateCreated on 6/19/2024 I an Belczy kCreated byProject Block 74.0 - 5/20/2024 (Build 39) Program version Data vers ion 6/17/2024 12:32 A6P6 Us er group(s ) Xylem: USA - INT Head 55 Hz 62.7% 50 Hz 62.7% 45 Hz 62.7% 40 Hz 62.7% 275 195mm 62.7% 187 f t 319 US g.p.m.0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 [f t] 0 100 200 300 400 500 600 700 800 [US g.p.m.] 1 N P 3 1 7 1 SH 3 ~ 2 7 5 VFD Analys is Curv es a ccording to:W ater, pure [100%] ; 39.2°F ; 62.42lb/ft³; 1.6891E-5ft²/s ft Pum ps /Frequency Flow Head Shaft power Flow Head Shaft power Hydr.ef f.Specific energy NPSHre System s 1 40 Hz 72.1 104 7.13 72.1 104 7.13 26.7 %1410 7.1 ft O pe r at ing Charact e r ist ics kWh/US MGUS g .p.m.ft hp US g .p.m.hp ft W ater, pure [100%] ; 39.2°F ; 62.42lb/ft³; 1.6891E-5ft²/s Nominal (mean) data shown. Under- and over-performance from thi s data should be expected due to standard manufac turing tolerances. Pleas e consult your local Flygt representative for performanc e guarantees. Xy lect-20195937 6/19/2024Last updateCreated on 6/19/2024 I an Belczy kCreated byProject Block Water/Sewer Engineering Report July 2024 Page 12 Exhibit 4 – Existing Pump Station Information PUMP STATION KEY NOTES:1.INSTALL NEW JUNCTION BOX2.COPOLYMER POLYPROPYLENE PLASTIC STEPS @ 12” O/C TO REMAIN3.EXISTING BUTYL ROPE IN SHIPLAP JOINTS, TYP.4.EXISTING 12” PVC SDR-26 INLET PIPE INV. ELEV.= 309.05.HIGH WATER LEVEL ALARM “ON” LEVEL ELEV. = 305.106.LAG PUMP “ON” LEVEL ELEV. = 304.607.LEAD PUMP “ON” LEVEL ELEV. = 304.108.PUMP “OFF” LEVEL ELEV. = 302.109.INSTALL NEW FLOAT SWITCHES, TYP.10.DOUBLE LEAF HINGED ALUMINUM ACCESS HATCH TO REMAIN11.PRECAST CONCRETE FLAT TRAFFIC RATED TOP TO REMAIN12.INSTALL NEW GUIDE RAILS - 2” SCH 40 STAINLESS STEEL PIPE, 2 PER PUMP(INTERMEDIATE BRACES REQUIRED)13.PRECAST CONCRETE RISER SECTIONS TO REMAIN14.EXISTING ASPHALT BITUMASTIC COATING15.EXISTING FLEXIBLE CONNECTOR, TYP.16.4” DIA. D.I.P. SANITARY FORCE MAIN TO REMAIN17.4” FLOOR DRAIN TO REMAIN18.EXISTING 4” M.J. R.W. VALVE AND VALVE BOX TO REMAIN19.EXISTING PRECAST CONCRETE INTEGRAL WALL AND BASE SECTIONS TO REMAIN20.FURNISH AND INSTALL NEW SUBMERSIBLE WASTEWATER PUMPS - FLYGT MODELNP-3127.060, 3 PHASE, 230VAC, 60 HZ, CAPABLE OF DELIVERING 175 GPM @ 100' TDH,INCLUDING A FLYGT FLUSH VALVE.21.EXISTING 24" FRAME AND COVER TO REMAIN22.REMOVE AND REPLACE 4" D.I.P. DISCHARGE PIPES23.316" 316SS LIFTING CHAINALARM LIGHT (VISIBLE LOCATION)GROUT CIRCLEEXISTING DOUBLE LEAFHINGED ALUMINUM ACCESSHATCH TO REMAINEXISTING 4" D.I.P.DRAIN PIPE TO REMAININSTALL NEW 4" x 4" x 4" FLANGED TEEINSTALL NEW 4" GATE VALVE (TYP.)NEW 90° BEND (TYP.)181716INSTALL NEW 4"CHECK VALVE(TYP.)INSTALL NEW DUPLEX CONTROL PANEL, LIGHT, ANDALARM, LOCATED IN VISIBLE LOCATION ON INDIVIDUALCIRCUIT. PANEL SHALL HAVE A 304 STAINLESS STEELENCLOSURE, NEMA 4X, AND SINGLE DOOR WALL MOUNT.PROVIDE A TAMPER RESISTANT LOCK.EXISTING CONDUIT ANDFITTINGS TO REMAIN4" D.I.P.PIPESUPPORTS,TYP.1021121112131431516171819567894PIPE SUPPORT (TYP.)PLANSECTIONRIM = 324.60'INSIDE BOTTOMELEV. = 300.60'PUMP STATION GENERAL NOTES1.EXISTING CONDITIONS INFORMATION SHOWN ON THIS PLAN IS DERIVED FROM VARIOUSSOURCES AND NOT A CURRENT FIELD SURVEY. CONTRACTOR MUST FIELD VERIFYEXISTING CONDITIONS PRIOR TO ORDERING MATERIALS FOR THE INSTALLATION.2.THE LOCATION OF UNDERGROUND UTILITIES SHOWN ON THIS PLAN ARE FORINFORMATION ONLY, AND MUST BE VERIFIED. ALL UTILITIES MAY NOT BE SHOWN. THECONTRACTOR SHALL CONTACT DIG SAFELY NEW YORK (1-800-962-7962) AND THE PROPERLOCAL AUTHORITIES OR RESPECTIVE UTILITY COMPANY HAVING JURISDICTION TOCONFIRM THE LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK. ANYCOSTS INCURRED BY THE CONTRACTOR DUE TO FAILURE TO CONTACT THE PROPERAUTHORITIES SHALL BECOME THE RESPONSIBILITY OF THE CONTRACTOR.3.EXTEND DESIGNATED LIMIT OF WORK AS NECESSARY TO ACCOMPLISH UTILITY WORK ASREQUIRED BY THESE DRAWINGS.4.ALL STATION COMPONENTS SHALL BE IN ACCORDANCE WITH THE CITY OF SARATOGASPRINGS REQUIREMENTS.5.A COMPLETE SHOP DRAWING SUBMITTAL SHALL BE REVIEWED AND APPROVED BY THEENGINEER PRIOR TO THE RELEASE OF THE STATION FOR FABRICATION.6.THE STATION INSTALLER SHALL DEMONSTRATE TO THE CITY`S SATISFACTIONSUCCESSFUL OPERATION OF THE STATION AND ALL RELATED COMPONENTS.7.EXISTING STANDBY GENERATOR AND AUTOMATIC TRANSFER SWITCH TO REMAIN.8.SPARE WIRES TO BE PULLED FROM ALL COMPONENTS REQUIRING ELECTRICAL POWER.9.CONTACT INFORMATION FOR PUMP EQUIPMENT IS MIKE HOYT, XYLEM, INC., (518) 417-9270,MIKE.HOYT@XYLEMINC.COM10.FLOWS MUST BE MAINTAINED THROUGHOUT THE INSTALLATION USING APPROVEDMETHODS OF BY-PASS PUMPING. NO INTERRUPTION OF FLOWS IS ALLOWED WITHOUTAPPROVAL FROM THE CITY.PUMP STATION POWER AND CONTROL NOTES1.ALL ELECTRICAL WORK SHALL BE INSTALLED BY A NYS LICENSED ELECTRICIANACCORDING TO THE NATIONAL ELECTRICAL CODE AND THE NYS BUILDING CODE.2.THREE PHASE ELECTRICAL POWER WILL BE PROVIDED BY NATIONAL GRID.CONTRACTOR IS RESPONSIBLE FOR CONNECTING ALL WIRING BETWEEN THE PUMPSTATION AND THE POWER SUPPLY. THE STATION ELECTRICAL SERVICE WILL BESIZED BY THE ENERGY PROVIDER. THE PUMP SUPPLIER WILL COORDINATE THEELECTRICAL REQUIREMENTS.3.RIGID CONDUIT BETWEEN THE PUMP STATION AND THE POWER SUPPLY IS EXISTING.4.PROVIDE A DUPLEX PUMP CONTROL PANEL WITH VARIABLE FREQUENCY DRIVE (VFD)CONTROLS HOUSED IN A NEMA 4X RATED ENCLOSURE MOUNTED ON THE EXISTINGPANEL BOARD.5.THE CONTROL PANEL SHALL PROVIDE SAFE AND RELIABLE OPERATION OF THEPUMPING STATION AND SHALL PROVIDE, BUT IS NOT LIMITED TO THE FOLLOWINGFUNCTIONS:5.A.CONTROL THE STARTING, STOPPING AND ALTERNATION OF THE PUMPS.5.B.MONITOR THE PUMPS TO VERIFY THAT THERE IS NO LEAKAGE OR EXCESSIVETEMPERATURE IN THE MOTOR WINDINGS.5.C.THE PANEL SHALL BE EQUIPPED WITH LED TYPE LIGHTS INDICATING THEOPERATIONAL FUNCTIONS AND THE ALARM STATUS.5.D.PROVIDE AN ANNUNCIATOR PANEL TO DISPLAY THE STATION OPERATION ANDANY ACTIVE ALARMS.5.E.THE CONTROL PANEL SHALL OPERATE THE PUMPS WITH FLOAT SWITCHES.FLOATS TO TURN PUMPS ON AND OFF AT PRESET LEVELS, TO ACTIVATE ANALARM SIGNAL AND TO ALTERNATE AFTER EACH PUMPING CYCLE.5.F.THE LEVEL FLOATS SHALL BE MERCURY AND LEAD FREE, COMPATIBLE WITH THELATEST ENVIRONMENTAL LAWS.5.G.THE FLOATS SHALL BE MOUNTED ON A STAINLESS STEEL GUIDE RAIL AND EACHFLOAT SHALL BE SUPPLIED WITH AN ADJUSTABLE VERTICAL SUPPORT.7'-0"5'-0"8'-0" I.D.5'-0"6"TYP.7'-0" I.D.8"8'-0" I.D.8"12"204" D.I.P. TO REMAIN90°VENT PIPE12" PVC INLETTO REMAINEXISTING MANHOLE FRAME &COVER TO REMAINEXISTING PANEL BOARD TO REMAIN222223VALVE VAULTPUMP CHAMBER12" PVC 4" D.I.P.STATION LANE8" PVC12" PVC© the LA Group 2017Unauthorized alteration or addition to thisdocument is a violation of Section 7209 of theNew York State Education Law.Vecino Group,New York, LLC305 W CommercialSpringfield, MO 65803G:\Proj-2017\2017002_Vecino_Group_Housing\2017002CAD\08SLPSU\L-01_SLPSU.dwg IntradaSaratoga SpringsProject Title:Prepared for:Drawing TitleDrawing No.Rev:Description:Date:Project No.:Design:Drawn:Date:Scale:Ch'k'd:2017002NTS03/14/19DPDHSMDPDL-01UpgradesPump StationStation Lane3PUMP STATION UPGRADESSCALE: NTS2SITE PLAN1LOCATION MAP SCALE: NTSWORK DESCRIPTION:1.SET-UP AND INITIATE BY-PASS PUMPING OPERATION.2.DEMOLISH AND REMOVE PUMP STATION EQUIPMENT INCLUDING PUMPS, GUIDE RAILS, DISCHARGE PIPING, FLOAT SWITCHES, LIFTING CHAINS, CABLES,JUNCTION BOXES, ELECTRICAL CONROL PANEL, SIGNAL WIRES, POWER CABLES, CHECK VALVES AND GATE VALVES.3.THOROUGHLY CLEAN INTERIOR OF PUMP CHAMBER AND VALVE VAULT, INSPECT INTERIOR SURFACES AND PATCH / REPAIR ANY DAMAGE OBSERVED.4.FURNISH AND INSTALL NEW COMPONENTS AS SHOWN.5.PERFORM TESTING AND START-UP SERVICES.6.REMOVE BY-PASS.WASHINGTON STCHURCH ST9NWEST AVE STATION LANEPROJECTSITE8642510100Scale: 1" = 10'LEGENDSANITARY FORCE MAINEXISTING WATER LINESANITARY SEWER LINEEXISTING GAS LINEEXISTING ELECTRIC / TELEPHONE LINEEXISTING SANITARY SEWER LINE Water/Sewer Engineering Report July 2024 Page 13 Exhibit 5 – Pump Station Generator Recommended Generator Report 09-Jul-2024 Page 1 Recommended Generator Report - C80 N6 Project - Saratoga Station Comments - Project Requirements Frequency, Hz :60.0 Generators Running in Parallel :1 Duty :Standby Site Altitude, ft(m) :361(110) Voltage :277/480, Series Wye Site Temperature, °C :25 Phase :3 Max. Altr Temp Rise, °C :125 Fuel :NaturalGas Project Voltage Distortion Limit, % :10 Emissions :EPA, stationary emergency application Calculated Individual Generator Set Load Running and Peak Requirements Running kW :58.0 Max. Step kW :29.0 In Step 1 Cumulative Step kW :58.0 Running kVA :64.5 Max. Step kVA :32.2 In Step 1 Cumulative Step kVA :64.5 Running PF :0.9 Peak kW :None Cumulative Peak kW :None Running NLL kVA :64.5 Peak kVA :None Cumulative Peak kVA :None Alternator kW :116.04 Pct Rated Capacity :72.5 Generator Set Configuration Alternator :UC3E Engine :QSJ5.9G-G3 BCode :BB88 Fuel :NaturalGas Excitation :PMG Displacement, cu in. (Litre) :359.0(5.9) Voltage Range :220/127V Cylinders :6 Number of Leads :12 Altitude Knee, ft(m) :6000(1829) Reconnectable :No Altitude Slope, % per 1000ft(304.8m) :4 Full Single Phase Output :No Temperature Knee, °F(°C) :104(40) Increased Motor Starting :No Temperature Slope, % per 18°F(10.0°C) :2 Extended Stack :No Emissions :EPA NSPS Part 60 Cooling Package : Set Performance Load Requirements Running At :72.5% Rated Capacity Max. Step Voltage Dip, % :11 Max. Allowed Step Voltage Dip :35 In Step 1 Max. Step Frequency Dip, % :6 Max. Allowed Step Frequency Dip :10 In Step 1 Peak Voltage Dip, % :Peak Voltage Dip Limit % :35.0 Peak Frequency Dip, % :Peak Frequency Dip Limit % :10 Site Rated Standby kW/kVA :80 / 100 Running kW :58.0 Running kVA :64.5 Site Rated Max. SkW :105 Effective Step kW :56.6 Max. SkVA :497 Effective Step kVA :64.5 Temp Rise at Full Load, °C :120 Percent Non-Linear Load :100.0 Voltage Distortion :10.0 Voltage Distortion Limit :10 Site Rated Max Step kW Limit :Max Step kW : *Note: Higher temperature rise at full rated load. *Note: All generator set power derates are based on open generator sets. Note: GenSize output for lean burn natural gas generator sets is based on tests using natural gas with LHV of 33.44 mJ/Nm3 (905 BTU/ft3). and coolant return temperatures within the stated data sheet limits. For operation on gas with lower heating values or with MI lower than stated Data Sheet limit or coolant return temperatures greater than Data Sheet limits, consult application engineering. Loads and Steps Detail Report 09-Jul-2024 Page 1 Loads Summary Report Project - Saratoga Station Comments - Loads Summary List *Note: Detailed Loads and Step Report available below *Note: Detailed Loads and Step Report available below Project Requirements Frequency, Hz :60.0 Generators Running in Parallel :1 Duty :Standby Site Altitude, ft(m) :361(110) Voltage :277/480, Series Wye Site Temperature, °C :25 Phase :3 Max. Altr Temp Rise, °C :125 Fuel :NaturalGas Project Voltage Distortion Limit, % :10 Emissions :EPA, stationary emergency application Step No.Load Name Quantity Running kW kVA Starting kW kVA Peak kW kVA Dip Limits, % Vdip Fdip VTHD% Limit Step01 Motor Load 1 1 29.01 32.23 29.01 32.23 None None 35.0 10.0 10.0 Step Summary 29.0 32.0 29.0 32.0 None None 35.0 10.0 10.0 Step02 Motor Load 2 1 29.01 32.23 29.01 32.23 None None 35.0 10.0 10.0 Step Summary 29.0 32.0 29.0 32.0 None None 35.0 10.0 10.0 Project Summary Running kW kVA Max Starting kW kVA Cumulative Step kW kVA Cumulative Peak kW kVA Project VTHD% Limit 58.0 64.5 29.0 32.2 58.0 64.5 0.0 0.0 10.0 Loads and Steps Detail Report 09-Jul-2024 Page 2 Loads and Steps Detail Report Project - Saratoga Station Comments - Project Requirements Frequency, Hz :60.0 Generators Running in Parallel :1 Duty :Standby Site Altitude, ft(m) :361(110) Voltage :277/480, Series Wye Site Temperature, °C :25 Phase :3 Max. Altr Temp Rise, °C :125 Fuel :NaturalGas Project Voltage Distortion Limit, % :10 Emissions :EPA, stationary emergency application Calculated Individual Generator Set Load Running and Peak Requirements Running kW :58.0 Max. Step kW :29.0 In Step 1 Cumulative Step kW :58.0 Running kVA :64.5 Max. Step kVA :32.2 In Step 1 Cumulative Step kVA :64.5 Running PF :0.9 Peak kW :None Cumulative Peak kW :None Running NLL kVA :64.5 Peak kVA :None Cumulative Peak kVA :None Alternator kW :116.04 Step1 Calculated Individual Generator Set Step Load Requirements Running kW :29.0 Starting kW :29.0 Cumulative Step kW :29.0 Running kVA :32.0 Starting kVA :32.0 Cumulative Step kVA :32.0 Running Amps :39.0 Starting Non-linear kVA :32.0 Running Non-linear kVA :32.0 Alternator kW :58.02 Voltage Distortion Limit for step :10 Motor Load 1 Three Phase Quantity :1 In this Step Category : Motor Running kW :29.01 Starting kW :29.01 Peak kW :None Running kVA :32.23 Starting kVA :32.23 Peak kVA :None Running PF :0.9 Starting PF :0.9 Cyclic :No Running Amps :38.81 Max. % Voltage Dip :35.0 Max. % Frequency Dip :10.0 Running NLL kVA :32.23 Starting NLL kVA :32.23 Voltage :480 Alternator kW :58.02 Shaft Hp :35.0 Type :Variable Frequency Drive Shaft kW :26.11 Ramp Details :None Rectifier Type :6 pulse THDI % :26 Efficiency (%) :0.9 THDV % :10 Loads and Steps Detail Report 09-Jul-2024 Page 3 Load Factor :100.0 Step2 Calculated Individual Generator Set Step Load Requirements Running kW :29.0 Starting kW :29.0 Cumulative Step kW :58.0 Running kVA :32.0 Starting kVA :32.0 Cumulative Step kVA :64.0 Running Amps :39.0 Starting Non-linear kVA :32.0 Running Non-linear kVA :32.0 Alternator kW :58.02 Voltage Distortion Limit for step :10 Motor Load 2 Three Phase Quantity :1 In this Step Category : Motor Running kW :29.01 Starting kW :29.01 Peak kW :None Running kVA :32.23 Starting kVA :32.23 Peak kVA :None Running PF :0.9 Starting PF :0.9 Cyclic :No Running Amps :38.81 Max. % Voltage Dip :35.0 Max. % Frequency Dip :10.0 Running NLL kVA :32.23 Starting NLL kVA :32.23 Voltage :480 Alternator kW :58.02 Shaft Hp :35.0 Type :Variable Frequency Drive Shaft kW :26.11 Ramp Details :None Rectifier Type :6 pulse THDI % :26 Efficiency (%) :0.9 THDV % :10 Load Factor :100.0 Steps and Dips Detail Report 09-Jul-2024 Page 1 Steps and Dips Details Report Project - Saratoga Station Project Requirements Frequency, Hz :60.0 Generators Running in Parallel :1 Duty :Standby Site Altitude, ft(m) :361(110) Voltage :277/480, Series Wye Site Temperature, °C :25 Phase :3 Max. Altr Temp Rise, °C :125 Fuel :NaturalGas Project Voltage Distortion Limit, % :10 Emissions :EPA, stationary emergency application Calculated Individual Generator Set Load Running and Peak Requirements Running kW :58.0 Max. Step kW :29.0 In Step 1 Cumulative Step kW :58.0 Running kVA :64.5 Max. Step kVA :32.2 In Step 1 Cumulative Step kVA :64.5 Running PF :0.9 Peak kW :None Cumulative Peak kW :None Running NLL kVA :64.5 Peak kVA :None Cumulative Peak kVA :None Alternator kW :116.04 Generator Set Configuration Model :C80 N6 Alternator :UC3E Engine Model :QSJ5.9G-G3 Excitation :PMG Fuel :NaturalGas Step Level Dips Summary Step #Voltage Dip Limit (%) Expected Step Voltage Dip (%) Voltage Recovery Time (s) ** Frequency Dip Limit (%) Expected Frequency Dip (%) Frequency recovery Time (s) ** 1 35 11 2.0 10 6 1.3 2 35 11 2.0 10 6 1.3 Note: Please refer to the model Spec. sheet for bandwidths used to report recovery times. For products manufactured in the United Kingdom it may be assumed that recovery times are based on ISO8528-5 G2 class bandwidths. Voltage and frequency recovery times are estimates. Typically, allow five to ten seconds between application of load steps when designing your system. **Please note that in some cases the voltage and frequency recovery time estimates are not shown in list. This is a result of "dummy" data points temporarily being used to fill data gaps in the GenSize database. Please disregard these blank results. Steps and Dips Detail Report 09-Jul-2024 Page 2 VDip Actual VDip Limit 0.0 2.5 5.0 7.5 10.0 12.5 15.0 17.5 20.0 22.5 25.0 27.5 30.0 32.5 35.0 Value Step 1 Step 2Step #11.0 11.0 35.0 35.0 FDip Actual FDip Limit 0 1 2 3 4 5 6 7 8 9 10 Value Step 1 Step 2Step #6.0 6.0 10.0 10.0 power.cummins.com ©2017 Cummins Inc. | NAD-6097-EN (10/17) Generator set data sheet Model: C80 N6 Frequency: 60 Hz Fuel type: Natural gas/propane kW rating: 80 natural gas Standby 80 propane Standby Emissions level: EPA Emissions Fuel consumption Natural gas Standby Propane Standby kW (kVA) kW (kVA) Ratings 80 (100) 80 (100) Load 1/4 1/2 3/4 Full 1/4 1/2 3/4 Full scfh 455.3 678.7 877.0 1083.5 181.9 263.0 339.8 420.8 m3/hr 12.9 19.2 24.8 30.7 5.2 7.5 9.6 11.9 Engine Natural gas Standby rating Propane Standby rating Engine model QSJ5.9G-G3 Configuration Cast iron, in-line 6 cylinder Aspiration Turbocharged and after-cooled Gross engine power output, kWm (bhp) 121.3 (162.7) Bore, mm (in.) 102.1 (4.02) Stroke, mm (in.) 119.9 (4.72) Rated speed, rpm 1800 Compression ratio 8.5:1 Lube oil capacity, L (qt) 14.2 (15) Overspeed limit, rpm 2250 Fuel supply pressure Minimum operating pressure, kPa (in H2O) 1.5 (6.0) Maximum operating pressure, kPa (in H2O) 3.2 (13.0) Air Natural gas Standby rating Propane Standby rating Combustion air, m3/min (scfm) 7.6 (268.1) 7.6 (269.1) Maximum normal duty air cleaner restriction, kPa (in H2O) 0.4 (1.5) 0.4 (1.5) Maximum heavy duty air cleaner restriction, kPa (in H2O) 3.7 (15) 3.7 (15) power.cummins.com ©2017 Cummins Inc. | NAD-6097-EN (10/17) Exhaust Natural gas Standby rating Propane Standby rating Exhaust flow at rated load, m3/min (cfm) 23.0 (810.8) 21.2 (750.2) Exhaust temperature, °C (°F) 633.9 (1173.1) 644.0 (1191.2) Exhaust maximum back pressure, kPa (in H2O) 7 (28.1) 7 (28.1) Standard set-mounted radiator cooling1 Ambient design, °C (°F) 50 (122) Fan load, kW (HP) 9 (12) Coolant capacity (with radiator), L (US gal) 16 (4.2) Cooling system air flow, m3/min (scfm) 218.0 (7700) Maximum cooling air flow static restriction, kPa (in H2O) 0.12 (0.5) Weights2 Unit dry weight kgs (lbs) 1216 (2680) Unit wet weight kgs (lbs) 1255 (2766) Notes: 1 For non-standard remote installations contact your local Cummins representative. 2 Weights represent a set with standard features. See outline drawing for weights of other configurations. Alternator data Standard alternators Natural gas/propane single phase table Natural gas/propane three phase table Full single phase output, reconnectable Maximum temperature rise above 40 °C ambient 120 °C 120 °C 120 °C 120 °C 120 °C 120 °C 120 °C Feature code BB90-2 B986-2 B946-2 B943-2 B952-2 BB86-2 BB88-2 Alternator data sheet number ADS-206 ADS-205 ADS-205 ADS-205 ADS-205 ADS-206 ADS-208 Voltage ranges 120/240 120/240 120/208 277/480 347/600 127/220 120 - 480 Voltage feature code R104-2 R106-2 R098-2 R002-2 R114-2 R020-2 Varies by voltage Surge kW 96.9 103.4 103.4 103.2 103.2 103.2 Varies by voltage Motor starting kVA (at 90% sustained voltage) Shunt 313 260 260 260 260 313 422 PMG 368 306 306 306 306 368 497 Full load current amps at Standby rating 333 241 278 120 92 262 Varies by voltage For more information contact your local Cummins distributor or visit power.cummins.com ©2017 Cummins Inc. All rights reserved. Cummins is a registered trademark of Cummins Inc. PowerCommand, AmpSentry, InPower an d “Our energy working for you.” are trademarks of Cummins Inc. Other company, product, or service names may be trademarks or service marks of others. Specifications are subject to change without notice. NAD-6097-EN (10/17) Alternator data (continued) Optional alternators for improved starting capability Natural gas/propane single phase table Natural gas/propane three phase table Full single phase output, reconnectable Maximum temperature rise above 40 °C ambient 105 °C 105 °C 105 °C 105 °C 105 °C 105 °C 105 °C Feature code BB91-2 BB94-2 BB93-2 BB95-2 BB92-2 BB85-2 BB87-2 Alternator data sheet number ADS-207 ADS-206 ADS-206 ADS-206 ADS-206 ADS-206 ADS-208 Voltage ranges 120/240 120/240 120/208 277/480 347/600 127/220 120 - 480 Voltage feature code R104-2 R106-2 R098-2 R002-2 R114-2 R020-2 Varies by voltage Surge kW 97.7 102.8 102.8 103.6 103.6 103.6 Varies by voltage Motor starting kVA (at 90% sustained voltage) Shunt 360 313 313 313 313 313 422 PMG 423 368 368 368 368 368 497 Full load current amps at Standby rating 333 241 278 120 92 262 Varies by voltage Derating factors Natural gas/propane Standby Engine power available up to 1829 m (6000 ft) at ambient temperatures up to 40 °C (104 °F). Above these elevations derate at 4% per 305 m (1000 ft) and 2% per 10 °C above 40 °C (104 °F). Ratings definitions Emergency Standby Power (ESP): Limited-Time Running Power (LTP): Prime Power (PRP): Base Load (Continuous) Power (COP): Applicable for supplying power to varying electrical load for the duration of power interruption of a reliable utility source. Emergency Standby Power (ESP) is in accordance with ISO 8528. Fuel Stop power in accordance with ISO 3046, AS 2789, DIN 6271 and BS 5514. Applicable for supplying power to a constant electrical load for limited hours. Limited-Time Running Power (LTP) is in accordance with ISO 8528. Applicable for supplying power to varying electrical load for unlimited hours. Prime Power (PRP) is in accordance with ISO 8528. Ten percent overload capability is available in accordance with ISO 3046, AS 2789, DIN 6271 and BS 5514. Applicable for supplying power continuously to a constant electrical load for unlimited hours. Continuous Power (COP) is in accordance with ISO 8528, ISO 3046, AS 2789, DIN 6271 and BS 5514. Formulas for calculating full load currents: Three phase output Single phase output kW x 1000 kW x SinglePhaseFactor x 1000 Voltage x 1.73 x 0.8 Voltage Warning: Back feed to a utility system can cause electrocution and/or property damage. Do not connect to any building’s electrical system except through an approved device or after building main switch is open. Water/Sewer Engineering Report July 2024 Page 14 Exhibit 6 – Fire Hydrant Radius Map and Water Model STATION LANE NYS ROUTE 29 WWWWWWWWWW EVEVEVEVEVEVEVEVEVEVEVEVEVEVEVEVEVEVEVEVEVEVSEAL PROJ. MANAGER: CHIEF DESIGNER: DESIGNED BY: DRAWN BY: CHECKED BY:File Name: I:\Engineering Projects\Prime Companies\2022\2022-02-Saratoga Station\04-Cad File\Station Park Site Plan 4-16-24.dwg (Layout: Water )Date: Wed, Jun 19, 2024 - 2:02 PM (Name: JamieEaston)XXX XXX XXX XXX XXX 300' RADIUSDATE: PROJ. No.: SCALE:1"=200'STATION PARK SUBDIVISION NEW YORK FIRE HYDRANT MAP Fig-1 EP LAND SERVICES LLC 621 COLUMBIA STREET- COHOES, NY 12047 PHONE: 518-785-9000 2022-02 JUNE 2024 CITY OF SARATOGA PROPOSED HYDRANT 2020 NYS FIRE CODE SECTION 507.5.1. Where a portion of the facility or building hereafter constructed or moved into or within the jurisdiction is more than 400 feet (122 m) from a hydrant on a fire apparatus access road, as measured by an approved route around the exterior of the facility or building, on-site fire hydrants and mains shall be provided where required by the fire code official. Exceptions: For Group R-3 and Group U occupancies, the distance requirement shall be 600 feet (183 m). For buildings equipped throughout with an approved automatic sprinkler system installed in accordance with Section 903.3.1.1 or 903.3.1.2, the distance requirement shall be 600 feet (183 m). TAX PARCELS 165-2-70, 165-2-18, & 165-2-19 NYS ROUTE 29 (WASHINGTON AVE)300' RADIUS EPANET 2.2 Page 1 1 36.31 2 35.87 3 32.52 4 30.90 5 31.55 6 25.73 7 28.08 8 30.98 9 28.93 10 32.08 11 32.86 12 0.00 Pressure 40.00 50.00 75.00 100.00 psi Day 1, 12:00 AM EPANET 2.2 Page 1 Network Table - Nodes Demand Head Pressure Quality Node ID GPM ft psi Junc 1 0.00 402.81 36.31 0.00 Junc 2 0.00 401.79 35.87 0.00 Junc 3 4.00 397.05 32.52 0.00 Junc 4 8.00 396.31 30.90 0.00 Junc 5 4.00 394.81 31.55 0.00 Junc 6 816.00 392.39 25.73 0.00 Junc 7 22.00 392.81 28.08 0.00 Junc 8 10.00 393.50 30.98 0.00 Junc 9 22.00 394.76 28.93 0.00 Junc 10 0.00 396.04 32.08 0.00 Junc 11 0.00 396.84 32.86 0.00 Resvr 12 -886.00 0.00 0.00 0.00 EPANET 2.2 Page 1