HomeMy WebLinkAboutOn Site Waste Water System Design - SWG Design - 2/17/1994 AMPM XLS
BELFAIR AMPM MARKET ON SITE WASTE WATER SYSTEM DESIGN CALCULATIONS
BY: Pat McCullough P.E., President ESA
210 N.E. Cherokee Beach Raod
Belfair, Washington 98528
x
(206) 275-0578 ���
Date: 2-14-94 Initials*��
Da
Site Location and Description: The proposed AMPM Market site is located on the West side of the Washington State
Liquor store on SR 3 in Belfair Washington. The site is approximately 0.76 acres in size and is fairly level with average
slopes on the South side of the lot of 2% and the North side of the lot of 6% (toward the highway). Previous to this design
the owners proposed to place the on site waste water system in the back of the lot behind the proposed market. They had
proposed a septic tank- recirculating sand filter system with SASS disposal. In the late fall, during the heavy rainfall,the
seasonal ground water table in the area came to within 1.5 feet of surface of the ground. The options of installing curtain
drains at the existing site or relocating the drainfield on a separate parcel (by easement)to the South were evaluated.
Eight, 6 foot deep soil logs were dug on the propose drainfield site.The soil in soil logs varied from medium sand to
loamy sand. The predominate soil type at the bottom of drainfield laterals was fine sand or Class 3 soil. The soil logs
were monitored through the months of December and January and no ground water or seepage was found. Based on
these findings the designer recommended that the drainfield be sited at the Southern location.
Clearances: This facility is located near two streams so maintaining the required clearances was a major issue in the
layout and design. The building site and the proposed drainfield site were carefully surveyed to determine the exact
location of the streams and public utilities. Minimum clearances are as follows:
ITEM STREAM BUILDING LOT LINES PUB. WATER
SEPTIC TANKS 50 FT. 5 FT. 5 FT. 10 FT.
PUMP STATION 50 FT. 5 FT. 5 FT. 10 FT.
DRAINFIELD 100 FT. 10 FT. 5 FT. 10 FT.
FORCE MAIN SEE NOTE 5 FT. 5 FT. 10 FT.
NOTE: The force main to the SASS from the pump station crosses an existing stream on an existing 12 ft.wide gravel
roadway. There was concern by the MCHD that this line could be damaged by future construction equipment or would
spring a leak and pollute the stream. I consider this possibility very remote but to assure that the septic tank effluent
force main will not leak into the stream or be damaged it will be encased in a 6 inch Schedule 80 PVC pipe from the
point where it enters the roadway to a point 10 feet to the East of the existing 8 inch public water line near the proposed
drainfield.
SOIL LOGS FROM TO SOIL DESC. CLASS REMARKS
SOIL LOG NO. 1 0 6 Loamy Sand/Organics 3 Dark Brown
6 22 Loamy Sand 3 Pos. Restrictive layer
22 42 Fine Sand-Clean 3 Tan/Unsaturated
a 42 53 Loamy Sand 3 Pos. Restrictive Layer
53 66 Fine/Med. Sand Gravel 2 to 3 Light Tan/Unsaturated
Roots to 48 inches
SOIL LOG NO. 2 0 18 Loamy Sand/Oganics 3 Brown
18 48 Loamy Sand 3 Light Brown
48 60 Fine Sand & Gravel 3 Light Tan/Clean/Unsat.
Roots to 48 inches
Page 1
AMPM XLS
Initials
Date
SOIL LOG NO. 3 0 12 Loamy Sand/Organics 3 Dark Brown
12 70 Fine/Med. Sand &Gravel 3 TO 2 Gray/Unsaturated
Roots to 60 inches
SOIL LOG NO. 4. 0 12 Loamy Sand/Organics 3 Dark Brown
12 60 Fine/Med. Sand &Gravel 3 to 2 Gray/Unsaturated
Roots to 60 inches
SOIL LOG NO. 5. 0 18 Loamy Sand/Organics 3 Dark Brown
18 60 Fine/Med. Sand &Gravel 2 to 3 Gray/Unsaturated
Roots to 60 inches
SOIL LOG NO. 6 0 9 Fine Sand/Organics 3 Brown-Top Soil
9 36 Fine Sand 3 Tan-some sift
36 60 Fine Sand/some Gravel 3 Light Tan/Clean/Unsat.
Roots to 50 inches
SOIL LOG NO. 7 0 12 Loamy Sand/Oganics 3 Brown-Top Soil
12 24 Fine/Med Sand 3 to 2 Gray/Clean/Unsat.
24 32 Loamy Sand 3 Pos. Restrictive Layer
32 45 Fine/Med Sand/Gravel 3 to 2 Gray/Clean/Unsat.
45 53 Loamy Sand/Gravel 1 3 Pos. Restrictive Layer
53 60 Fine/Med Sand Gravel 3 to 2 Gray/Clean/Unsat.
Roots to 48 inches
SOIL LOG NO. 8 0 6 Loamy Sand/Organics 3 Top Soil
6 36 Med Sand &Gravel 2 Gray/Clean/Unsat.
36 70 Fine Sand 3 Clean/Unsaturated
Conclusion: The predominant soil in the Primary drainfield area at the top of bed elevation is Class 2 to 3 soil.
Use Class 3 for design or 0.8 Gal per Square Foot per day. (MCHD has rated the soil a Class 3)The soil in
the Reserve drainfield area is predominately Class 3.. Use an infiltration rate of 0.8 Gal. per Square Foot per
day for the Reserve area to be conservative.
SEWAGE FLOWS: The proposed gas station/market will have 2 hand sinks, 1 pot sink, 1 mop sink, and water closet.
Some food processing will be done on site in a small kitchen. The market will have a combined male/female public
restroom.
The previous design estimate of waste water flow for the market was 1500 gallons per day based on a maximum use
day. This estimate was based on using 500 gallons per pump island on an average day and then multiplying it times a
peaking factor of 1.5 to obtain a maximum day flow.
My approach to determining the waste water flow from this facility was to determine how much waste water an
establishment of this type generates based on water use records. I contacted the Belfair Water District No. 1 to find out
how much water the Short Stop Deli and Sandy's Deli Mart use. I also asked the owner to find out how much water the
other AMPM Minimarts that he owns use. He determined that the two stores in Kent used 370 and 430 gallons of water
per day. If we assume that waste water will account for 80% of the water used,then the waste water flows for an AMPM
market should be in the range of 320 gallons per day. If a peaking factor of 4 (Recommended by textbooks for
commercial facilities) is used then the maximum day flow should be approximately 1280 gallons per day.
This estimate is close to what I found at Sandy's and the Short Stop. Both of these facilities have kitchens and prepare
fried chicken and other fried foods. Sandy's has three pump islands and the Short Stop has two pump islands(similar to
the proposed AMPM). Neither of them have public restrooms. Sandy's uses an average daily flow of water of 686 gallonsl
Page 2
AMPM XLS
per day with a peak two month average daily flow of 908 gallons per day. The Short Stop Deli uses an average daily flow
of 434 gallons per day with a peak two month average daily use of 640 gallons per day.
In conclusion,the proposed flow of 1500 gallons per day for a maximum daily flow seems to be adequate and a bit on
the conservative side. 1500 gallons per day will be used in the design.
In conducting the site investigations for this project it became obvious that the existing liquor store waste water disposal
system drainfield was being inundated by seasonally high ground water. I discussed the matter with the property owners
(they own the AMPM property also and wil be leasing the AMPM site to the Bob Lenhart) and they agreed that it would
make sense to pick up the discharge from the existing septic tank and pump it to the new drainfield. I researched the
water use records for the liquor store and found that the store only used an average of 20 gallons per day.The store has
two bathrooms and one mop sink. There are currently two employees. Based on the current use of the building, I
recommend that a flow of 100 gallons per day be used for design.
The liquor store building contains 4000 square feet of usable space and a change use might generate considerably more
waste water then 100 gallons per day. Since it is impossible to predict how the building might be used in the future it is
not practical to design for a future flow at this time. It is recommended, however, that the drainfield easement and the
force main provide generous capacity to accommodate an expansion of use in the liquor store.
DESIGN CALLILATIONS
AMPM LIQUOR
MARKET STORE TOTAL- GPD
Waste Water Flow 1500 100 1600 GPD
Soil Infiltration Rate 0.8 Class 3 Soil
Trench Area Req'd 2000 SQ. FT.
Trench width
Length of Std. Trench 3 667 LIN. FT.
Infiltrator Red. Factor 60%
Length of Infil. Trench 400
Number of Laterals 6
Length of Ea. Lateral 67 NSEHole Spacing in Ft. 3S Oro olef vNo. of Holes(Total) 144 ,No. of Separate Fields. 2 , 012
No. of Holes per Field 72
Hydraulic Calculations:At this point the hydraulic calculations begin. The Hazen Williams Equations will
be used with a C=150 for a discharge coef. The head loss in the lateral was calculated using 1/3 of
head loss for the lateral without orifices. The maximum head differential between orifices for the laterals
will be less then 10% from the first orifice to the last. Once the head losses for the system are
established a system head loss curve will be developed to be used to select a pump.
."PR D
Initials
Page 3 Date
AMPM XLS
Length of Force Main 473 Orifice Diameter C
Length of Manifold 16 3/16" 0.61
Length of Lateral 71 3/8" 0.66
Size of Orifice-in 0.1875 1/2" 0.69
Dia. Force Main (in) 3 5/8" 0.73
Dia. Manifold (in) 2 3/4" 0.77
Dia. Lateral (in) 1.25 7/8" 0.81
Dia. Pump Dis. Piping 2
No. of Elbows/Tees 3
Orifice Dis. Coef(3/16) 0.61 lVaries with the flow and how the hole is drilled.
Static Head Low Water El. Discharge El Static Head
57.00 90.00 33.00
Quantity of Flow(GPM) 40 50 60 70 80
Orifice Dis. (GPM) 0.56 0.69 0.83 0.97 1.11
Dynamic Head Loss
Force Main 2.04 3.09 4.33 5.76 7.37
Manifold 0.50 0.75 1.05 1.40 1.80
Lateral 0.21 0.32 0.45 0.60 0.77
Pump Station 1.55 2.42 3.49 4.75 6.20
Elbows 0.08 0.11 0.13 0.15 0.17
Residual Pressure 1.67 2.60 3.75 5.11 6.67
6402 Indexing Valy 11.70 14.00 17.55 21.00 23.40
Dynamic Head Loss 17.76 23.30 30.75 38.76 46.38
Total System Head 50.76 56.30 63.75 71.76 79.38
PUMP
Model:WE1012HH-Gould
Flow in GPM 40 50 60 70 80
Total Dynamic Head 65 62 57 52 45
80.00
w
LL 70.00
z 60.00
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=
40.00 OULD WH 512 HH PU P CURVE
V
g 55GPM @6 FT. TDH
z 30.00 _-. .
J 20.00
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0 10.00 - Initials.
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0.00 ate
40 50 60 70 80
FLOW IN GALLONS PER MINUTE -w/o flow modulation via ball valve
Page 4
AMPM XLS
CHECK THE FLOW IN THE FIRST AND LAST ORIFICE TO SEE IF IT
VARIES MORE THEN 10% IN MAGNITUDE.
First Orifice (GPM) 0.54
Last Orifice (GPM) 0.53 1 Lateral size is ok-5% allo able.This is a check- ignore rounding errors in flow
Percent Difference 2%
SEPTIC TANK GALLONS USE TWO 1200 GALLON TANKS IN TANDEM.
V=1,125+0.75Q 2325
DOSING VOLUME The dosing volume is dependent of two variables. The dose should be 10 times the volume
of the piping in the drianfield and for this sandy soil, dosing should occure 4 times a day to
promote biological activity. There are two fields so the pump would have to come on 8 times
a day.
Daily Flow Doses per Day Gal per Dose
1600 8 200
Pipe Vol.(Gal.) 10 Times Pipe Vol. No. of Vol.
13 127 16
Design meets criteria with the split drainfield. The system will have approximately 500 gallons
of reserve storage or one days average flow. A generator pig tale will should be provided so a
portable generator can be plugged in.
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BELFAIR AMPM MARKET ON SITE WASTE WATER SYSTEM DESIGN CALCI late'V E D
BY: Pat McCullough P.E., President ESA
210 N.E. Cherokee Beach Raod APR 12 19%
Belfair, Washington 98528
(206) 275-0578 HEALTH SERVICES
Date: 2-4;-94--- -'• -1• `74
Site Location and Description: The proposed AMPM Market site is located on the West side of the Washington State
Liquor store on SR 3 in Belfair Washington. The site is approximately 0.76 acres in size and is fairly level with average
slopes on the South side of the lot of 2% and the North side of the lot of 6% (toward the highway). Previous to this design
the owners proposed to place the on site waste water system in the back of the lot behind the proposed market.They had
proposed a septic tank- recirculating sand filter system with SASS disposal. In the late fall, during the heavy rainfall,the
seasonal ground water table in the area came to within 1.5 feet of surface of the ground. The options of installing curtain
drains at the existing site or relocating the drainfield on a separate parcel (by easement)to the South were evaluated.
Eight, 6 foot deep soil logs were dug on the propose drainfield site. The soil in soil logs varied from medium sand to
loamy sand.The predominate soil type at the bottom of drainfield laterals was fine sand or Class 3 soil. The soil logs
were monitored through the months of December and January and no ground water or seepage was found. Based on
these findings the designer recommended that the drainfield be sited at the Southern location.
Clearances: This facility is located near two streams so maintaining the required clearances was a major issue in the
layout and design. The building site and the proposed drainfield site were carefully surveyed to determine the exact
location of the streams and public utilities. Minimum clearances are as follows:
i
I
ITEM STREAM BUILDING LOT LINES PUB. WATER
SEPTIC TANKS 50 FT. 5 FT. 5 FT. 10 FT.
PUMP STATION 50 FT. 5 FT. 5 FT. 10 FT.
DRAINFIELD 100 FT. 10 FT. 5 FT. 10 FT.
FORCE MAIN SEE NOTE 5 FT. 5 FT. 10 FT.
NOTE: The force main to the SASS from the pump station crosses an existing stream on an existing 12 ft.wide gravel
roadway. There was concern by the MCHD that this line could be damaged by future construction equipment or would
spring a leak and pollute the stream. I consider this possibility very remote but to assure that the septic tank effluent
force main will not leak into the stream or be damaged it will be encased in a 6 inch Schedule 80 PVC pipe from the
point where it enters the road-way to a point 10 feet to the East of the existing 8 inch public water line near the proposed
drainfield.
SOIL LOGS FROM TO SOIL DESC. CLASS REMARKS
SOIL LOG NO. 1 0 6 Loamy Sand/Organics 3 Dark Brown
6 22 Loamy Sand 3 Pos. Restrictive layer
22 42 Fine Sand- Clean 3 Tan/Unsaturated
42 53 Loamy Sand 3 Pos. Restrictive Layer
53 66 Fine/Med. Sand Gravel 2 to 3 Light Tan/Unsaturated
Roots to 48 inches
SOIL LOG NO. 2 0 18 Loamy Sand/Oganics 3 Brown
18 48 Loamy Sand 3 Light Brown
48 60 Fine Sand &Gravel 3 Light Tan/Clean/Unsat.
Roots to 48 inches
Pagel
AMPM XLS
SOIL LOG NO. 3 0 12 Loamy Sand/Organics 3 Dark Brown
12 70 Fine/Med. Sand &Gravel 3 TO 2 Gray/Unsaturated
Roots to 60 inches
SOIL LOG NO. 4. 0 12 Loamy Sand/Organics 3 Dark Brown
12 60 Fine/Med. Sand &Gravel 3 to 2 Gray/Unsaturated
Roots to 60 inches
SOIL LOG NO. 5. 0 18 Loamy Sand/Organics 3 Dark Brown
18 60 Fine/Med. Sand &Gravel 2 to 3 Gray/Unsaturated
Roots to 60 inches
SOIL LOG NO. 6 0 9 Fine Sand/Organics 3 Brown-Top Soil
9 36 Fine Sand 3 Tan-some silt
36 60 Fine Sand/some Gravel 3 Light Tan/Clean/Unsat.
Roots to 50 inches
SOIL LOG NO. 7 0 12 Loamy Sand/Oganics 3 Brown-Top Soil
12 24 Fine/Med Sand 3 to 2 Gray/Clean/Unsat.
24 32 Loamy Sand 3 Pos. Restrictive Layer
32 45 Fine/Med Sand/Gravel 3 to 2 Gray/Clean/Unsat.
45 53 Loamy Sand/Gravel 3 Pos. Restrictive Layer
53 60 Fine/Med Sand Gravel 3 to 2 Gray/Clean/Unsat.
Roots to 48 inches
SOIL LOG NO. 8 0 6 Loamy Sand/Organics 3 Top Soil
6 36 Med Sand &Gravel 2 Gray/Clean/Unsat.
36 70 Fine Sand 3 Clean/Unsaturated
Conclusion: The predominant soil in the Primary drainfield area at the top of bed elevation is Class 2 to 3 soil.
Use Class 3 for design or 0.8 Gal per Square Foot per day. (MCHD has rated the soil a Class 3)The soil in
the Reserve drainfield area is predominately Class 3.. Use an infiltration rate of 0.8 Gal. per Square Foot per
day for the Reserve area to be conservative.
SEWAGE FLOWS: The proposed gas station/market will have 2 hand sinks, 1 pot sink, 1 mop sink, and water closet.
Some food processing will be done on site in a small kitchen. The market will have a combined male/female public
restroom.
The previous design estimate of waste water flow for the market was 1500 gallons per day based on a maximum use
day. This estimate was based on using 500 gallons per pump island on an average day and then multiplying it times a
peaking factor of 1.5 to obtain a maximum day flow.
My approach to determining the waste water flow from this facility was to determine how much waste water an
establishment of this type generates based on water use records. I contacted the Belfair Water District No. 1 to find out
how much water the Short Stop Deli and Sandy's Deli Mart use. I also asked the owner to find out how much water the
other AMPM Minimarts that he owns use. He determined that the two stores in Kent used 370 and 430 gallons of water
per day. If we assume that waste water will account for 80% of the water used,then the waste water flows for an AMPM
market should be in the range of 320 gallons per day. If a peaking factor of 4 (Recommended by textbooks for
commercial facilities) is used then the maximum day flow should be approximately 1280 gallons per day.
This estimate is close to what I found at Sandy's and the Short Stop. Both of these facilities have kitchens and prepare
fried chicken and other fried foods. Sandy's has three pump islands and the Short Stop has two pump islands(similar to
the proposed AMPM). Neither of them have public restrooms. Sandy's uses an average daily flow of water of 686 gallons
Page 2
AMPM XLS
per day with a peak two month average daily flow of 908 gallons per day.The Short Stop Deli uses an average daily flow
of 434 gallons per day with a peak two month average daily use of 640 gallons per day.
In conclusion,the proposed flow of 1500 gallons per day for a maximum daily flow seems to be adequate and a bit on
the conservative side. 1500 gallons per day will be used in the design.
In conducting the site investigations for this project it became obvious that the existing liquor store waste water disposal
system drainfield was being inundated by seasonally high ground water. I discussed the matter with the property owners
(they own the AMPM property also and wll be leasing the AMPM site to the Bob Lenhart) and they agreed that it would
make sense to pick up the discharge from the existing septic tank and pump it to the new drainfield. I researched the
water use records for the liquor store and found that the store only used an average of 20 gallons per day.The store has
two bathrooms and one mop sink. There are currently two employees. Based on the current use of the building, I
recommend that a flow of 100 gallons per day be used for design.
The liquor store building contains 4000 square feet of usable space and a change use might generate considerably more
waste water then 100 gallons per day. Since it is impossible to predict how the building might be used in the future it is
not practical to design for a future flow at this time. It is recommended, however,that the drainfield easement and the
force main provide generous capacity to accommodate an expansion of use in the liquor store.
DESIGN CALULATIONS
AMPM LIQUOR
MARKET STORE TOTAL-GPD
Waste Water Flow 1500 100 1600 GPD
Soil Infiltration Rate 0.8 Class 3 Soil
Trench Area Req'd 2000 SQ. FT.
Trench width
Length of Std. Trench 3 667 LIN. FT.
Infiltrator Red. Factor 60%
Length of Infil. Trench 400
Number of Laterals 6
Length of Ea. Lateral 67 USE 72 FT.
Hole Spacing in Ft. 3
No. of Holes(Total) 158
No. of Separate Fields. lie
No. of Holes per Field 79
Hydraulic Calculations:At this point the hydraulic calculations begin. The Hazen Williams Equations will
be used with a C=150 for a discharge coef. The head loss in the lateral was calculated using 1/3 of
head loss for the lateral without orifices. The maximum head differential between orifices for the laterals
will be less then 10% from the first orifice to the last. Once the head losses for the system are
established a system head loss curve will be developed to be used to select a pump.
Page 3
AMPM XLS
Length of Force Main 473 Orifice Diameter C
Length of Manifold 16 3/16" 0.61
Length of Lateral 71 3/8" 0.66
Size of Orifice- in 0.1875 1/2" 0.69
Dia. Force Main (in) 3 5/8" 0.73
Dia. Manifold (in) 2 3/4" 0.77
Dia. Lateral (in) 1.25 7/8" 0.81
Dia. Pump Dis. Piping 2
No. of Elbows/Tees
Orifice Dis. Coef(3/16) 0.69 Varies with the flow and how the hole is drilled.
Static Head Low Water El. Discharge El Static Head
57.00 90.00 33.00
Quantity of Flow(GPM) 40 50 60 70 80
Orifice Dis. (GPM) 0.51 0.63 0.76 0.89 1.01
Dynamic Head Loss
Force Main 2.04 3.09 kN J.33 5.76 7.37
Manifold 0.50 0.75 .05 1.40 1.80
Lateral 0.21 0.32 iril 0.45 0.60 0.77
Pump Station 1.55 2.42 3.49 4.75 6.20
Elbows 0.08 0.11 0.13 0.15 0.17
Residual Pressure 1.08 1.69 2.43 3.31 4.33
6402 Indexing Valv 11.70 14.00 17.55 21.00 23.40
Dynamic Head Loss 17.17 22.38 R1 29.44 36.97 44.04
Total System Head 50.17 55.38 62.44 69.97 77.04
PUMP
Model:WE1012HH-Gould
Flow in GPM 40 50 60 70 80
Total Dynamic Head 65 62 57 52 45
80.00
w 70.00
U.
Z 60.00
G
uQ! 50.00
= OULD WH 1512 H H Pl. MP CURV
v 40.00
55GPM @6 FT. TDH
Z 30.00
20.00
0 10.00
~ 0.00
40 50 60 70 80
FLOW IN GALLONS PER MINUTE -w/o flow modulation via ball valve
Page 4
AMPM XLS
CHECK THE FLOW IN THE FIRST AND LAST ORIFICE TO SEE IF IT
VARIES MORE THEN 10% IN MAGNITUDE.
First Orifice (GPM) 0.50
Last Orifice (GPM) 0.48 Lateral size is ok-5% allowable. This is a check-ignore rounding errors in flow
Percent Difference 3%
SEPTIC TANK GALLONS V=1,125+0.75Q 2325 USE TWO 1200 GALLON TANKS IN TANDEM.
DOSING VOLUME The dosing volume is dependent of two variables. The dose should be 10 times the volume
of the piping in the drianfield and for this sandy soil, dosing should occure 4 times a day to
promote biological activity. There are two fields so the pump would have to come on 8 times
a day.
Daily Flow Doses per Day Gal per Dose
1600 8 200
Pipe Vol.(Gal.) 10 Times Pipe Vol. No. of Vol.
13 127 16
Design meets criteria with the split drainfield. The system will have approximately 500 gallons
of reserve storage or one days average flow. A generator pig tale will should be provided so a
portable generator can be plugged in.
Page 5
Performance submersible Effluent
Curves Pumps
METERS FEET
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CAPACITY
�GOULDS PUMPS,INC.
WATER TECHNOLOGIES GROUP
SENECA FALLS NEW Y M B148
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CAPACITY Effective February,1994
01994 Goulds Pumps,Inc. SPECIFICATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE. PRINTED IN U.S.A.
C3885
Performance , , Submersible Effluent
Curves Pumps
METERS FEET
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CAPACITY
[QGOULDS PUMPS.INC,
WATER TECHNOLOGIES GROUP -.
SENECA FALLS NEW IODIC WS
METERS FEET
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_ SIZE:,/i 35 SOLIDS
110 _
--► 5 GPM RPM:3450
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0 10 20 30 m3/h
CAPACITY
EHecNve February,1994
01994 Goulds Pumps,Inc. SPECIFICATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE. PRINTED IN U.S.A.
C3885