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Engineering Report Saratoga Springs, New York
Station Lane Pump Station 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 has requested an
analysis of the capacity and condition of their pump station be performed. This report will offer
recommendations for any repairs or upgrades necessary to handle several proposed
developments that are tributary to this pump facility.
Bergmann Associates has submitted a study for the adjacent Station Park project that includes
three additional development proposals, including Intrada Saratoga Springs. In summary:
Avg. Daily Peak Hour
Intrada Saratoga Springs 26,975 gpd 76 gpm
Station Park Development 54,126 gpd 146 gpm
Faden Parcel Development 7,990 gpd 23 gpm
Askew Parcel Development 7,920 gpd 23 gpm
Total of 4 projects 97,011 gpd 251 gpm (combined peak hour)*
Peak hour flows are not cumulative, but based on a peaking factor for the total flows
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 were
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 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 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 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 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 of 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 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 C. 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 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 B 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 of this year. 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 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.
Initial buildout (Intrada only)
In the Intrada only scenario, Intrada Development is adding an additional 75.6 gpm to the peak
hourly flow at the pump station. Added to the existing flow of 20.9 gpm brings the total peak
hourly flow to 96.5 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. Landustrie Industries Model DTP42-
30DJ, 7.7 HP, VFD controlled pumps are proposed. As proposed with a 173mm impeller, these
pumps are capable of 100 gpm at 52 TDH. If additional capacity is needed in the future, a
185mm impeller would increase the capacity to 120 gpm. 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.
Full buildout (4 projects)
In the full buildout scenario, Intrada Development, Station Park, Askew Parcel and Faden Parcel
are together adding an additional 251.0 gpm to the peak hourly flow at the pump station. Added
to the existing flow of 20.9 gpm brings the total peak hourly flow to 271.9 gpm.
The existing or replacement pumps are not capable of handling this increase in peak hourly flow.
The pump station will need to be upgraded with new pumps, controls, accessories and stand-by
generator.
Landustrie Industries Model DWP62-32JL, 74 HP, VFD controlled pumps are proposed. Flygt
pumps were considered since they are the City standard, but recent events with the industry have
created a situation where the local Flygt distributer and service provider will not handle that
product. The Landustrie pumps proposed are comparable in quality and performance with the
added advantage of being supported by a local representative. In addition, the Landustrie pump is
a vortex model which will perform better in terms of potential impeller clogging. As proposed
Engineering Report Saratoga Springs, New York
Station Lane Pump Station 2017002
9
with a 210mm impeller, these pumps are capable of 300 gpm at 230 TDH at top speed of 3,540
rpm. At this speed the velocity of flow in the force main is 7.7 feet per second (fps). The system
vs. pump curves below depict the differing operating conditions expected with the variable speed
controls. During off-peak times, the pumps will be expected to operate at a slower speed and
resulting lower velocity in the force main. A typical condition will be less than 200 gallons per
minute and less than 5.0 fps.
The existing pre-cast concrete wet-well and valve chamber are in good condition and will be
retained. New pumps, guiderails, controls and ancillary equipment will be installed. A new
150kW natural gas powered stand-by generator will be installed. See Attachment B.
VII. Cost Estimates
The estimated cost to upgrade the existing pump station to handle the additional flow from the
Intrada Development is approximately $60,000. This includes the cost to provide temporary by-
pass pumping, removals and installation of new pumps and controls.
Engineering Report Saratoga Springs, New York
Station Lane Pump Station 2017002
10
The estimated cost to upgrade the existing pump station to handle the additional flow from all the
currently proposed projects is in the range of $225,000 - $250,000. This includes the cost to
provide temporary by-pass pumping, removals and installation of new pumps, generator and
controls. See Attachment F for estimate details.
Attachments
NYSDOT Utility Plan and Profile (Attachment A)
Pump Data Sheets and Performance Curve (Attachment B)
System Curve Calculations and System vs. Pump Curves (Attachment C)
Flow Test Charts (Attachment D)
Pump Run Data (Attachment E)
Cost Estimates (Attachment F)
ATTACHMENT A
UTILITY PLANS AND PROFILE
ASSUMED 4" DIP FORCE MAINLOCATION (NO AS-BUILTINFORMATION AVAILABLE)
ATTACHMENT B
PUMP 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
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Selection based on dutyDWP62-32JL 60Hz Diameter 210, chart series76.9 ft, 34 Hz Speed:2006(3540)rpm Shaft power 9.81 hp147.5 USGPMhpUSGPM0007520401801807060608036036014045%5405402103072072028015900900350068.3 ft, 32 Hz Speed:1888(3540)rpm Shaft power 8.13 hp135.1 USGPMhpUSGPM0007520401801807060608036036014045%5405402103072072028015900900350060.2 ft, 30 Hz Speed:1770(3540)rpm Shaft power 6.67 hp123.3 USGPMhpUSGPM0007520401801807060608036036014045%54054021030720720280159009003500LandySel 3.0http://www.landustrie.nl/fileadmin/landysel/landysel.html1 of 111/29/2017, 8:23 AM
Selection based on dutyDWP62-32JL 60Hz Diameter 210, chart series105.4 ft, 40 Hz Speed:2360(3540)rpm Shaft power 16.16 hp186 USGPMhpUSGPM0007520401801807060608036036014045%5405402103072072028015900900350095.3 ft, 38 Hz Speed:2242(3540)rpm Shaft power 13.82 hp174.4 USGPMhpUSGPM0007520401801807060608036036014045%5405402103072072028015900900350085.8 ft, 36 Hz Speed:2124(3540)rpm Shaft power 11.70 hp160.6 USGPMhpUSGPM0007520401801807060608036036014045%54054021030720720280159009003500LandySel 3.0http://www.landustrie.nl/fileadmin/landysel/landysel.html1 of 111/29/2017, 8:59 AM
Selection based on dutyDWP62-32JL 60Hz Diameter 210, chart series139 ft, 46 Hz Speed:2714(3540)rpm Shaft power 24.67 hp218.6 USGPMhpUSGPM0007520401801807060608036036014045%54054021030720720280159009003500127.3 ft, 44 Hz Speed:2596(3540)rpm Shaft power 21.56 hp207.3 USGPMhpUSGPM0007520401801807060608036036014045%54054021030720720280159009003500116.1 ft, 42 Hz Speed:2478(3540)rpm Shaft power 18.72 hp196.5 USGPMhpUSGPM0007520401801807060608036036014045%54054021030720720280159009003500LandySel 3.0http://www.landustrie.nl/fileadmin/landysel/landysel.html1 of 111/29/2017, 8:58 AM
Selection based on dutyDWP62-32JL 60Hz Diameter 210, chart series176.7 ft, 52 Hz Speed:3068(3540)rpm Shaft power 35.85 hp255.3 USGPMhpUSGPM0007520401801807060608036036014045%54054021030720720280159009003500163.7 ft, 50 Hz Speed:2950(3540)rpm Shaft power 31.80 hp242.6 USGPMhpUSGPM0007520401801807060608036036014045%54054021030720720280159009003500151.1 ft, 48 Hz Speed:2832(3540)rpm Shaft power 28.09 hp230.4 USGPMhpUSGPM0007520401801807060608036036014045%54054021030720720280159009003500LandySel 3.0http://www.landustrie.nl/fileadmin/landysel/landysel.html1 of 111/29/2017, 8:58 AM
Selection based on dutyDWP62-32JL 60Hz Diameter 210, chart series219.2 ft, 58 Hz Speed:3422(3540)rpm Shaft power 49.92 hp290 USGPMhpUSGPM0007520401801807060608036036014045%54054021030720720280159009003500204.5 ft, 56 Hz Speed:3304(3540)rpm Shaft power 44.90 hp279.2 USGPMhpUSGPM0007520401801807060608036036014045%54054021030720720280159009003500190.2 ft, 54 Hz Speed:3186(3540)rpm Shaft power 40.24 hp268.4 USGPMhpUSGPM0007520401801807060608036036014045%54054021030720720280159009003500LandySel 3.0http://www.landustrie.nl/fileadmin/landysel/landysel.html1 of 111/29/2017, 8:57 AM
Selection based on duty
DWP62-32JL 60Hz Diameter 209
ft Shaft power
USGPM
hp
USGPM
00
20
40
230
70
60
80
460
140
%
690
210
920
280
1150
350
00 230
20
460
40
690
60
920
80
1150
100
Speed 3540 rpm
Solids passage 3.15 inch
Discharge diameter 3.94 inch
Advised min. capacity 26.3USGPM
Frequency control 60 Hz
Rated shaft power 73.97 hp
Rated electrical power 60.66 kW
Motor efficiency 91 %
Flow 300.0 USGPM
Head 231.3 ft
Pump efficiency 31.6 %
Absorbed shaftpower 54.55 hp
Absorbed electrical power 44.74 kW
Shut-off Head 267.2 ft
Static head 25.0 ft
Specific gravity 62.29 lb/ft³
Specific consumption 0.656 kWh/m³
LandySel 3.0 http://www.landustrie.nl/fileadmin/landysel/landysel.html
1 of 2 11/16/2017, 8:25 AM
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)
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 (FLYGT 5 HP)PUMP CURVE (LANDY 7.5 HP w/173)PUMP CURVE (LANDY 7.5 HP w/185)
INTRADA SARATOGA
VECINO GROUP, NEW YORK
11/29/2017
EXISTING MEASURED DAILY AVERAGE FLOWS
MAX. DAILY FLOW, Qa = 14,119 GPD (Based on inflow measurements)
DETERMINE DAILY AVERAGE AND PEAK HOURLY FLOWS
STATION PARK DEVELOPMENT:
DESIGN FLOW, Qb = 54,126 GPD (BERGMANN STUDY)
FADEN PARCEL DEVELOPMENT:
DESIGN FLOW, Qc = 7,990 GPD (LANSING ENGINEERING)
ASKEW PARCEL DEVELOPMENT:
DESIGN FLOW, Qd = 7,920 GPD (LANSING ENGINEERING)
INTRADA DEVELOPMENT:
DESIGN FLOW, Qe = 26,975 GPD (LA GROUP STUDY)
MAX. DAILY FLOW, Q = 97,011 GPD (Qb through Qe)
AVG. DAILY FLOW, Qav = 67 GPM (24 HRS)
POPULATION SERVED = 1,300 EA (10-STATE STDS. PAGE
PEAKING FACTOR, Qp/Qav 3.72 10-5, FIG. 1, BASED ON
75 GPD/PERSON)
PEAK HOURLY FLOW, Qp = 251.0 GPM ( AVG. x #### )
=20.9 GPM (EXISTING, MEASURED)
PEAK HOURLY FLOW, Qp = 271.9 GPM (EXISTING + PROPOSED)
CALCULATIONS FOR
STATION LANE SEWAGE PUMPING STATION
CALCULATIONS BASED UPON INFORMATION PROVIDED
PROPOSED CONDITIONS AT FULL BUILDOUT
1 Attachment B
INTRADA SARATOGA
VECINO GROUP, NEW YORK
11/29/2017
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 251 GPM
753 GAL
MAXIMUM VOLUME:
THIRTY MINUTE DETENTION TIME AT 30 MIN
AVERAGE INFLOW 67 GPM
2,022 GAL
WET WELL INSIDE DIAMETER = 8 FT (EXISTING)
NO. OF PUMP STARTS PER DAY = 65
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 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
3 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. RCP PIPE
*** BASED ON "C" = 100 & 4 " I.D. RCP PIPE
USE LANDUSTRIE SUBMERSIBLE SEWAGE PUMP, MODEL NO. DWP62-32JL, 74 HP,
THREE PHASE, 460 VAC, 60 HZ., 3540 RPM. PROGRAM THE VFD TO OPERATE
THE PUMP AT 55HZ.
PUMP DELIVERY : 300 GPM @ TDH= 230 FT.
NOTE: LANDUSTRIE SYSTEM SPECIFIED PENDING CITY OF SARATOGA SPRINGS APPROVAL.
4 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 = 1500 GAL (VOLUME BTWN "OFF AND ON")
Qav = 67.4 GPM (AVG. DAILY FLOW)
D = 300 GPM (PUMP DELIVERY)
t = 28.7 MIN. < 30 MIN. ?
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 = 271.9 GPM (PEAK INFLOW)
D = 300 GPM (PUMP DELIVERY)
t = 53.3 MIN. >/= 2 MIN. ?
CHECK VELOCITY IN FORCE MAIN:
Velocity = (D/A)/448.8 GPM where:
A = 0.09 SF (PIPE X-SECT AREA)
D = 300 GPM (PUMP DELIVERY)
Velocity = 7.7 FPS > 2.0 FPS ?
CHECK VELOCITY IN FORCE MAIN FOR LOWER SPEEDS:
Velocity = (D/A)/448.8 GPM where:
A = 0.09 SF (PIPE X-SECT AREA)
Velocity = 7.7 FPS, D = 300 GPM ( 3540 RPM )
6.8 FPS, D = 265 GPM ( 3186 RPM )
5.9 FPS, D = 230 GPM ( 2832 RPM )
4.9 FPS, D = 190 GPM ( 2478 RPM )
4.0 FPS, D = 155 GPM ( 2124 RPM )
3.1 FPS, D = 120 GPM ( 1770 RPM )
5 Attachment B
Landustrie Pumps Model DWP62-32JL ~ 210mm Impeller0.0100.0200.0300.0400.0500.0600.00 100 200 300 400 500 600 700 800HEAD (FT)FLOW (GPM)SYSTEM VS. PUMP CURVESYSTEM CURVE C=100PUMP CURVE (3540 rpm)PUMP CURVE (3186 rpm)PUMP CURVE (2832 rpm)PUMP CURVE (2478 rpm)PUMP CURVE (2124 rpm)PUMP CURVE (1770 rpm)
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 ESTIMATES
PREPARED BY: DATE
CHECKED BY: DATE
SUBJECT:
PROJECT NUMBER: SHEET 1 OF 2
Full Buildout Option:Preliminary Estimated Cost: $226,300
D. Desjardins 11/28/17
Vecino Intrada ‐ Station Lane Pump Station Estimate
2017002
Under this option, the existing pumps will be removed and replaced with new pumps that will have the
capacity to handle the additional flows from the Intrada, Station Park, Askew and Faden projects. The
existing wet‐well, valve chamber and control panel structures will be retained. The existing stand‐by
generator is assumed to be insufficient to operate these new pumps. The pipe rails, internal piping and
electrical control panel will be replaced. The pump chamber access hatch will be removed and replaced
with a new model including safety grating. The internal piping, valves and check valves in the valve pit will
be removed and replaced.
ENGINEER'S ESTIMATE OF CONSTRUCTION COSTS
ITEM NO. DESCRIPTION
UNIT
PRICE TOTAL
1 PROVIDE TEMPORARY BY-PASS
PUMPING AND/OR STORAGE 5.00 DAYS $3,000.00 $15,000.00
2 REMOVE EXISTING SEWAGE PUMPS,
SLIDE RAILS, PIPING AND CONTROLS 1.00 LS $1,500.00 $1,500.00
3 SUBMERSIBLE SEWAGE PUMPS -
LANDUSTRIE MODEL DWP62-32JL 2.00 EA $25,000.00 $50,000.00
4 VFD CONTROL PANEL W/ ELAPSED
TIME METERS AND ALARM 1.00 EA $35,000.00 $35,000.00
5 INSTALL NEW SUBMERSIBLE SEWAGE
PUMPS AND CONTROLS 5.00 DAYS $3,000.00 $15,000.00
6 REMOVE EXISTING PIPING, VALVES,
AND ACCESS HATCH 1.00 LS $1,500.00 $1,500.00
7 GATE VALVES, CHECK VALVES,
FITTINGS, DI PIPE 1.00 LS $5,000.00 $5,000.00
8 INSTALL GATE VALVES, CHECK
VALVES, FITTINGS, DI PIPE 2.00 DAYS $3,000.00 $6,000.00
9 ACCESS HATCH WITH SAFETY
GRATING 1.00 LS $5,000.00 $5,000.00
10 INSTALL ACCESS HATCH WITH SAFETY
GRATING 2.00 DAYS $3,000.00 $6,000.00
11 150kW STAND-BY GENERATOR
COMPLETE INCL TRANSFER SWITCH 1.00 EA $41,500.00 $41,500.00
12 INSTALL NEW GENERATOR AND
TRANSFER SWITCH 2.00 DAYS $3,000.00 $6,000.00
13
STATION LANE PUMP STATION
TOTAL $187,500.00
$18,750.00
$20,000.00
TOTAL CONSTRUCTION COST $226,250.00
SAY $226,300
CONTINGENCY (10%)
STATION LANE PUMP STATION
QUANTITY/
UNIT
SOFT COSTS
(ENGINEERING)
PROJECT: Intrada Saratoga
OWNER: Vecino Group, New York, LLC
ENGINEER: THE LA GROUP, P.C.
DATE: 28-Nov-2017
PROJECT #: 2017002
Pump Station Full Upgrade Page 2 of 2