Amendment 3 - BCE_BSE_LiftStationCalculations.pdf
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- Attached to
- Bend Seed Extractory Site Improvements
- Solicitation number
- 1240BH22R0018
About this file
This document package contains calculations for a sewage pump station and force main design for the Bend Seed Extractory site. The calculations determine parameters for the wet well, pump sizing, surge pressures, and total dynamic head. Based on projected flows from facility employees and processes, the design calls for a 42-inch diameter wet well, two 35 gpm pumps, and a 2-inch diameter force main running 420 feet to discharge. Additional details include specifications for HDPE pipe, maximum cycle times and starts per hour within design parameters, and thrust and pressure surge calculations within acceptable limits. This package provides technical specifications and designs for the wastewater infrastructure required to support operations at the Bend Seed Extractory site.
The related federal contract opportunity is a solicitation from the USDA Forest Service to perform electrical, mechanical and site improvements at multiple buildings at the Bend Seed Extractory in Bend, Oregon. Work will occur on an active site throughout construction. A pre-proposal conference will be held on July 25, 2022 at the project address. The solicitation number is 1240BH22R0018 and involves upgrades by the Department of Agriculture Forest Service Pacific Northwest Region.
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USDA FOREST SERVICE
BEND SEED EXTRACTORY
LIFT STATION DESIGN CALCULATIONS
Sewage Pump Station Design Project: BCE_BSE
Prepared By: APM
Date: 01/11/2022
Determine force main parameters
Variable Description Value Units Notes
D Force Main Diameter 2 in
D Force Main Diameter 0.17 ft ν Minimum Force Main Velocity 3 ft/s = City of Bend Design Standards part II
| Section 2-4, item 4.1.9
Qminimum Minimum Flow for Solids
Conveyence
0.07 ft
/s = ν [ft/s] * π/4 * D
[ft]
Qminimum Minimum Flow for Solids
Conveyence
29.37 gpm
= Qminimum [ft /s] * 7.48 gal/ft
60 s/min
L Pipeline Length 420 ft
Vpipeline Volume of Pipeline 9.16 ft
= L * π/4 * D [ft]
Vpipeline Volume of Pipeline 68.54 gal θ Retention Time 0.09 days
Determine average and peak service area flows
EDUemployee EDU equivalent per employee 0.09 EDU/person
= Per City of Bend Design Standards part II | Section 2-4 | table 4.1 - Basis for sanitary sewage flow estimation |
Commercial Use | Industrial, Manufacturing, Beverage, Processor &
Commercial Warehouse
#employees Number of Employees 52
= Per BSE prospectus:
1. Seed Extractory
a. 6-12 people from July-April
b. 3 people from May-June
2. Packing Shed
a. 10-15 people in winter (November-
March)
b. 20-40 people in summer (April-
October)
#EDU
Number of Equivalent Dwelling
Units
4.68 EDU
QEDU
Equivalend Dwelling unit flowrate 130 gal/EDU/day
= Per City of Bend Design Standards part II | Section 2-4 | table 4.1 - Basis for sanitary sewage flow estimation
Qemployee Total Employee Flow (Average
Daily)
608.4 gpd = QEDU * #EDU
QADF Average Daily Flow 608.4 gpd = Qemployee [gpd]
QADF
Average Daily Flow w/
Contingency 740 gpd
= Qemployee [gpd] w/ 20% contingency
QADF Average Daily Flow 0.51 gpm = QADF [gpd] * 1 day/1440 min
PFPHF
Peak Hourly Flow Peaking
Factor 4 unitless Assumed
QPHF Peak Hourly Flow 2,960 gpd = QADF [gpd] * PFPHF
QPHF Peak Hourly Flow 2.06 gpm = QPHF [gpd] * 1 day/1440 min
Page 1 of 2L:\BCE_BSE\Docs\5_Team\5.1_Civil\Sanitary Sewer Calculations\BCE_BSE Lift Station Calculations.xlsx
Sewage Pump Station Design Project: BCE_BSE
Date: 01/11/2022
Determine wet well invert in
INVin Wet Well Inv In 3457.45 Per Mitch Rosa
FB Freeboard 1.90 ft
HWL
High Water Surface Elevation
(high level alarm - 2 pumps on)
3455.55 ft = INVin - FB
Pump On 3455.05 ft
LWL Low Water Level (Pump Off) 3454.55 ft = BOT + S [ft]
S Minimum Submergence 24 in
BOT Wet Well Bottom 3452.55 ft
Determine wet well operating volume φwet well Wet Well Diameter 42 in φwet well Wet Well Diameter 3.5 ft
Awet well Wet Well Area 9.62 ft 2 = 0.25 * PI * φwet well doperating Operating Depth 0.50 ft
Voperating Wet Well Operating Volume 35.98 gal = doperating [ft] * Awet well [ft
] * 7.48 gal/ft
Qpump Pump Flow 35 gpm Assumed, based on Qminimum
#pumps Number of Pumps 2 Per Design Drawings, will have alternating on/off
Determine wet well cycle times tADF Average Daily Flow Cycle Time 1.04 min =Voperating/(Qpump-QADF)
#starts-ADF Number of Starts Per Hour @
ADF
0.86
= Per Crane Co. Company:
Recommended no more than
10 starts per hour tPHF Peak Hourly Flow Cycle Time 1.09 min =Voperating/(Qpump-QPHF)
#starts-PHF Number of Starts Per Hour @
PHF
3.43
= Per Crane Co. Company:
Recommended no more than
10 starts per hour
Determine Wet Well Retention Time θADF Average Daily Flow Retention
Time
70.02 min θPHF Peak Hourly Flow Retention
Time
17.51 min θADF Average Daily Flow Retention
Time
1.17 hr
Detention times greater than
2 hours may require some form of odor prevention/mitigation measures θPHF Peak Hourly Flow Retention
Time
0.29 hr
Page 2 of 2L:\BCE_BSE\Docs\5_Team\5.1_Civil\Sanitary Sewer Calculations\BCE_BSE Lift Station Calculations.xlsx
Thrust Calculations Project: USFWS RMPB
Prepared By: CDB
Date: 1/11/2022
Given Parameters
Variable Description Units Notes g Gravity 32.2 ft/s according to Hwang's Fundamentals of
Hydraulic Engineering γ Specific Weight of Water 62.4 lb/ft according to Hwang's Fundamentals of
Hydraulic Engineering ρ Density of Water 1.94 slug/ft according to Hwang's Fundamentals of
Hydraulic Engineering
Qpump Pump Flow 35 gpm From Previous Sheets
Ptest Test Pressure 200 psi
Determine pipe parameters
HDPE_DR26_DIPS
D Nominal Diameter 2" in
ID Pipe Inner Diameter 2.067 in For ASTM D2241 SDR 17 rated for 250 psi
OD Pipe Outer Diameter 2.375 in
A Pipe Area 4.430136515 in
Determine thrust force using AWWA Manual M23 Equation 4-30
T=2*P*A*sin(Δ)/2
Δ Bend Angle 45 90 º
Δ Bend Angle 0.785398163 1.5708 rad
T Thrust Force 626.52 886.03 lbs
Angle 11.25 22.5 45 90
Rad 0.196349541 0.392699082 0.7854 1.570796327
T 172.8553519 339.0679695 626.52 886.0273031
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Surge Calculations Project: BCE_BSE
Date: 01/11/2022
Given Parameters
Variable Description Units Notes g Gravity 32.2 ft/s according to Hwang's Fundamentals of
Hydraulic Engineering γ Specific Weight of Water 62.4 lb/ft according to Hwang's Fundamentals of
Hydraulic Engineering ρ Density of Water 1.94 slug/ft according to Hwang's Fundamentals of
Hydraulic Engineering
Qpump Pump Flow 35 gpm From Previous Sheets
Determine pipe parameters
HDPE_DR26_DIPS
Ep Modulus of Elasticity for Pipe 145,000 psi from:
http://www.matweb.com/search/DataSheet
.aspx?MatGUID=c305addb2e1c4a58a3de ce14122acfde&ckck=1
D Nominal Diameter 2 in
ID Pipe Inner Diameter 2.067 in
E Pipe Wall Thickness 0.14 in
Eb Bulk Modulus of Water 300,000 psi ε Poisson's Ratio 0.46 from:
https://polymerdatabase.com/polymer%20 physics/Poisson%20Table.html k
Coefficient for pipes anchored at both ends against longitudinal movement 0.79
= 1 - ε , according to Hwang's
Fundamentals of Hydraulic Engineering
1/Ec
Inverse Composite Bulk Modulus of Water 8.10082E-05 = 1/Eb + D/EpE
Ec Composite Bulk Modulus 1.23E+04 psi = 1/Ec
-1
Determine wave celerity C and pressure wave return speed
C Wave 79.77 ft/s = √Ec/ρ
L Pipeline Length 420 ft Per drawings/profile t Wave Return Time 10.53 s = 2 * L [ft] / C [ft/s]
Determine maximum hammer pressure v Pipe Fluid Velocity 3.35 ft/s
ΔP Pressure Surge 517.90 lb/ft
= ρ [slug/ft] * v [ft/s] * C [ft/s]
ΔP Pressure Surge 3.60 psi = ΔP [lb/ft / * 1 ft
/ 144 in from: https://emcoww.com/wp-content/uploads/Sandale_IPS_PE_3408_4
710_Pipe_Chart.pdf
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System Head Calculations Project: BCE_BSE
Date: 01/11/2022
Given Parameters
Variable Description Units Notes g Gravity 32.2 ft/s γ Specific Weight of Water 62.4 lb/ft
HP High Point of Force Main 3458.40 ft From xbas/survey drawings, top of manhole = 61.4. 3ft below, 58.4 ft
LWL Low Water Level 3452.55 ft From xbas/survey drawings: SUMP elevation z Static Head 5.85 ft = HP - LWL
Qpump Pump Flow 35.00 gpm From Sewage Pump Station Design
Qpump Pump Flow 0.0780 ft
/s = Qpump [gpm] / 7.48 gal/ft
/ 60 s/min h<f> Friction Head 10.15 ft = z [ft] + Σhf-pipe + Σhf-ftgs
TDH Total Dynamic Head 16.00 ft
TDH TDH w/ 15% Buffer 17.53 ft
TDH TDH w/ 15% Buffer 6.93 psi
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Date: 01/11/2022
OD (in) Description Pipe Type ID (in) Qty (LF) C Value
Losses
, hf (ft)
Qty
(ea) k
Value
Total K
Value
Velocity
(ft/s)
Losses
, hf (ft)
2" Pipe
HDPE_DR26_
DIPS 2.067 420 150 8.74
2" Ball Valve
HDPE_DR26_
DIPS 2.067 1 0.05 0.05 3.35 0.01
2" Swing Check Valve (Min
V=4.43)
HDPE_DR26_
DIPS 2.067 1 2.5 2.5 3.35 0.43
2" 45º Bend (Standard r/d=1)
HDPE_DR26_
DIPS 2.067 5 0.4 2 3.35 0.35
2" 90º Bend (Flanged, r/d=1)
HDPE_DR26_
DIPS 2.067 1 0.8 0.8 3.35 0.14
2" Y
HDPE_DR26_
DIPS 2.067 1 1.8 1.8 3.35 0.31
Exit
HDPE_DR26_
DIPS 2.067 1 1 1 3.35 0.17
Total Discharge Losses Σ L= 420 Σhf-pipe= 8.74 Σ K= 8.15 Σhf-ftgs= 1.42
Evaluate discharge friction losses - specialty fittings hf = K*v /2g , pipe hf= 0.2083*L/100*((100/C)
1.852 )*(Q
1.852
)/(ID
4.865 ) using Hazen, for sudden contraction, k=1/2*(1+(d1/d2) ) where d1 is smaller, for sudden expansion, k=(1-(d1/d2)
Page 2 of 3 L:\BCE_BSE\Docs\5_Team\5.1_Civil\Sanitary Sewer Calculations\BCE_BSE Lift Station Calculations.xlsx
Date: 01/11/2022
Evaluate Pump Power Requirements
WHP
Water Horsepower
Required 0.16 HP = Q [gpm] * TDH [ft] / 3956 ft-gal/hp-min, according to EERM Example 18.11 ηpump Pump Efficiency 0.25 Assumed
BHP
Brake Pump Power
Horsepower 0.62 HP = WHP / ηpump ηmotor Motor Efficiency 0.95 Assumed
MHP Motor Horsepower 0.65 = BHP / ηmotor η Overall Hydraulic Efficiency 24% = WHP / MHP v (ft/s)
Flow
(gpm) Pipe Friction (c=150) Loss
Fitting Friction
Loss
TDH w/
15% buffer Barnes Series ZSGV
0.0 0 0.000 0.000 5.85 Flow Head
0.5 5 0.238 0.029 6.16 50 0
1.0 10 0.858 0.116 6.97 45 11
1.4 15 1.819 0.260 8.24 40 20
1.9 20 3.099 0.463 9.95 35 27
2.4 25 4.685 0.723 12.07 30 34
2.9 30 6.566 1.041 14.60
3.3 35 8.736 1.417 17.53
3.8 40 11.187 1.851 20.84
4.3 45 13.913 2.343 24.54
4.8 50 16.911 2.893 28.62
5.3 55 20.176 3.500 33.08
5.7 60 23.704 4.165 37.90
6.2 65 27.492 4.889 43.09
6.7 70 31.536 5.670 48.64
7.2 75 35.834 6.508 54.54
Proposed System Curve
Page 3 of 3 L:\BCE_BSE\Docs\5_Team\5.1_Civil\Sanitary Sewer Calculations\BCE_BSE Lift Station Calculations.xlsx
Date: 01/11/2022
<- Table from EPANet manual ball valve = 0.05 http://www.tfd.chalmers.se/~lada/MoF/assignment_2-starccm/Minor-Losses-in-Pipes-Balsiger-Bastos-Behm.pdf ball valve = 0.05 http://fluid.itcmp.pwr.wroc.pl/~znmp/dydaktyka/fundam_FM/Lecture11_12.pdf
Page 1 of 1 L:\BCE_BSE\Docs\5_Team\5.1_Civil\Sanitary Sewer Calculations\BCE_BSE Lift Station Calculations.xlsx anamaher Highlight anamaher Highlight anamaher Highlight anamaher Highlight anamaher Highlight
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System & Performance Curves
Proposed System Curve
Barnes Series ZSGV
File details come from the government source that posted it. Updated .