PPI_02a_-_P705-Lift_Station_Calcs.pdf

Sanitary Sewer Pump Station 1

Project Information:

New River

MCAS

I Contributory Flow:

204 personnel at 30 gal. per person+1,200*6 washings Average Daily Flow / Unit (GPD) 13320 1332 GPH Average Daily Flow (GPM) 22.2 10 HOURS OF WASTE GENERATION Peaking Factor (EPF)-dom. Only 7.5 Peak Flow (GPM) 101.0 see WW generation calc.

Pump Duty Point (GPM) 101.0 Required Pump Capacity= 101 gpm II Wetwell Volume use 5-7.5 min Design Pump Cycle Time (min) 5 Pump Run time: 113 sec

Required Volume (Gal) max 189.38 V=tq/4 Working Storage volumes (Gal) Wetwell Diameter, Inside (ft) 5 Vmin= 126.25 Working Depth (ft) min 0.86 Vmax 189.375 Working Depth (ft) max 1.29

III Wetwell Elevation Settings Pump Station Ground Elevation (msl) 21.6 WETWELL DEPTH

Influent Sewer I.E. (msl) 13.00 12.89 FT Alarm Setting Below Influent Pipe (ft) 0.50

Lag-Alarm Differential (ft) 1.00 Lead-Lag Differential (ft) 1.00 Off-Low Level Alarm Differential (ft) 0.50

High Level Alarm (msl) 12.50 Lag Pump On (msl) 11.50 Lead Pump On (msl) 10.50 Pumps Off (msl) 10.21 Low Level Alarm (msl) 9.71 Pump Suction I.E. (msl) 9.21 Wetwell I.E. (msl) 8.71

IV Total Dynamic Head Forcemain High Point (msl) 17.5 Pressure of ex. FM (msl) 0.0 PSI 0.0 ft

Static Head (ft) 8.3 Forcemain Diameter (in) 4.0 2.0 Pump Station piping

Hazen-Williams coefficient of roughness 130 130 Velocity (ft/s) 2.58 from pump

Forcemain Length (lf) 813.00 25.78 Frictional Head Loss (ft) 11.9 Minor Head Losses 1.1

Gate Valves (K=0.2) 2 0.0 Check Valves (K=2.5) 2 90 Elbows (K=0.7) 3 T (K 1 0) 2Tees (K=1.0) 2 Discharge into Manhole (K=1.0) 1 Total K 10.5 COMPARE=

Total Dynamic Head (ft) 21.3 **' ON PUMP CURVE

V Bouyancy Calculations*

Bouyant Force (lbs) 26,677 Alternate bouyancy calcs Overburden Wetwell Wall Weight (lbs) 22,767 Lip on bottom 1' wide

Required Base Thickness (ft) 6.9 Weight soil + Weight of Base= 23,382 lbs

* Assumes 7" wetwell wall thickness w/ 15% S.F. SF= 1.7 OK use base thickness of 12" Does not consider weight of soil column, pumps & equipment or fillets) Does not consider weight of pumps & equipment or fillets)

Utilizes soil column and base wt. to use 12" base thickness VI Pump Selection

Make & Model No. NP 3085 SH 3 Adaptive 256 Impeller (mm) 116 " discharge

Motor (HP) 4 Discharge (GPM) 101 Velocity (ft/s) 2.6 Pump Cycle Time (min) 10.9 (4 CYCLES PER HOUR) product NP 3085 SH 3 Adaptive 256

TS PROJECT #: P307110088

PROJECT New River - P705 Aircraft Hanger and Apron DES. BY: C.Carlsten

SUBJECT Sanitary Sewage Lift Station Design DATE: 12/13/2012

Criteria Document: UFC 3-240-04A, Wastewater Collection, 16 January 2004

BASIS OF DESIGN: per UFC 3-240-04A using contributing population basis

Average Daily Flow (ADF) = Staff: 204 persons @ 30 gpcd = 6,120 gpd Staff Shower: 204 persons @ 5 gpcd = 1,020 gpd

Industrial (Washrack): 6 aircraft @ 1,200 gpcd = 7,200 gpd ADF = 13,320 gpd

NOTES: 1 Nonresident personnel and civilian employees working 8-hour shifts will be allowed 30 gpcd, per Note 2 of Table 3-1, UFC 3-240-04A.

Average Hourly Flow (AHF) = ADF / actual hours of waste generation 7,140 gpd / 10 hours per work-day = 714 gph

Extreme Peak Flowrate (EPF) = per 3-1.b.(5) of UFC 3-240-04A, peaking factor R = C / Q power (0.167) where C = 38.2 for gallons per day or 22.5 for gallons per hour and Q = average daily flow for large areas or residential zones, or = average hourly flow for small areas or non-residential zones

This project is non-residential and therefore the peaking factor will be based on average hourly flow

R = 22.5 = 7.5 714 power 0.167

EPF = 7.5 x 714 = 5,362 gph converting to gallons per minute for pump sizing = 89 gpm

Add industrial waste to domestic waste for total peak discharge = 12 gpmp g gp

Total EPF = 101 gpm

Note: Industrial waste from the AFFF is not calculated

Required Pump Capacity = per UFC 3-240-04A, para. 3-3.a, small pump stations (flow < 700 gpm) each pump shall be capable of discharging EPF

Required Pump Capacity = 101 gpm

Working Storage Volume: per UFC 3-240-04A, para. 7-5.b. storage volume will be computed as follows;

V = tq/4 where V = required storage volume in gallons t= minimum pump cycle time, in minutes q = pumping capacity

Per Table 7-1, t = 10 to 15 minutes For small pump stations utilizing alternating pump controls, t may be reduced by 50%, therefore, t = 5 to 7.5 minutes

V (min) = 5 minutes x 101 gpm = 127 gallons

V (max) = 7.5 minutes x 101 gpm = 190 gallons per UFC 3-240-04A, para. 7-1.b.(2), force mains service small pump stations For Force Main Design: shall be sized to provide a minimum velocity of 3.5 fps at peak discharge rate.

If under 3.5 fps, both pumps must be operated manually once a week for sufficient period of time to flush out the line.

V (min) = 3.5 fps Q = 101 gpm

Max. D = (4 x Q/ 1410 x V) power 1/2 x 12 = pipe diameter, inches Max. D = 3.4 inches

Revised Sanitary Lift Station Calculations-12-13-2012.xls 12/13/2012

TS PROJECT #: P307110088

PROJECT New River - P705 Aircraft Hanger and Apron DES. BY: C.Carlsten

SUBJECT Sanitary Sewage Lift Station Design DATE: 12/13/2012

Use force main diameter = 4 inches V = 2.6 fps

Recommendation: Provide a duplex lift station capable of pumping 150 gpm with a TDH of 21.3 feet.

both pumps must be operated manually once a week for sufficient period of time to flush out the line.

New River P705 Hanger Notes:

The anticipated sanitary sewage loading for this project is estimated to be 13,320gallons per day. The domestic load is based on 204 personnel working at the hangar building times an estimated generation of 35 gallons per person per day in accordance with North Carolina regulations. The industrial load is based on using 1,200 gallons to wash one aircraft times six aircraft per day. Based on the peak domestic load plus the average industrial load, the required pump station capacity is estimated to be 101 gallons per minute. To maintain a flushing velocity of at least 3.5 feet per second, the force main shall be 3-3.5 inches in diameter, or as designed both pumps must be operated manually once a week for sufficient period of time to flush out the line.

Email - 8/22/2012 form Sonny Scozzari. Stated Lift station AS4125 has two sumbersible 25 HP Reliance pumps, 1255 RMP. Diameter of the well is 8' with an overll depth of 20'. No flow data is available.

Amendment #16, RFI 461 - The sewer flow willl go tie to MH AS053 and connect through MH AS052, MH AS051 to PS AS4125, which has ample capacity to accept flows from P705 project. We will not be connecting to

AS4114.

Email- 8/21/2012 from Derrick Barnhill. Manhole AS053 is shot #522 and has an invert out of 16.54 fet and a rim elevation of 19.84.

Revised Sanitary Lift Station Calculations-12-13-2012.xls 12/13/2012

Sanitary Sewer Pump Station 1

Project Information:

New River

MCAS

I Contributory Flow:

204 personnel at 30 gal. per person+1,200*6 washings

Average Daily Flow / Unit (GPD) 13320 1332 GPH

Average Daily Flow (GPM) 22.2 10 HOURS OF WASTE GENERATION

Peaking Factor (EPF)-dom. Only 7.5

Peak Flow (GPM) 101.0 see WW generation calc.

Pump Duty Point (GPM) 101.0 Required Pump Capacity= 101 gpm

II Wetwell Volume use 5-7.5 min Design Pump Cycle Time (min) 5 Pump Run time: 113 sec

Required Volume (Gal) max 189.38 V=tq/4 Working Storage volumes (Gal)

Wetwell Diameter, Inside (ft) 5 Vmin= 126.25

Working Depth (ft) min 0.86 Vmax 189.375

Working Depth (ft) max 1.29

III Wetwell Elevation Settings

Pump Station Ground Elevation (msl) 21.6 WETWELL DEPTH

Influent Sewer I.E. (msl) 13.00 12.89 FT

Alarm Setting Below Influent Pipe (ft) 0.50

Lag-Alarm Differential (ft) 1.00

Lead-Lag Differential (ft) 1.00

Off-Low Level Alarm Differential (ft) 0.50

High Level Alarm (msl) 12.50

Lag Pump On (msl) 11.50

Lead Pump On (msl) 10.50

Pumps Off (msl) 10.21

Low Level Alarm (msl) 9.71

Pump Suction I.E. (msl) 9.21

Wetwell I.E. (msl) 8.71

IV Total Dynamic Head

Forcemain High Point (msl) 17.5

Pressure of ex. FM (msl) 0.0 PSI 0.0 ft

Static Head (ft) 8.3

Forcemain Diameter (in) 4.0 2.0 Pump Station piping

Hazen-Williams coefficient of roughness 130 130

Velocity (ft/s) 2.58 from pump

Forcemain Length (lf) 813.00 25.78

Frictional Head Loss (ft) 11.9

Minor Head Losses 1.1

Gate Valves (K=0.2) 2 0.0

Check Valves (K=2.5) 2Check Valves (K=2.5) 2

90 Elbows (K=0.7) 3

Tees (K=1.0) 2

Discharge into Manhole (K=1.0) 1

Total K 10.5 COMPARE=

Total Dynamic Head (ft) 21.3 **' ON PUMP CURVE

V Bouyancy Calculations*

Bouyant Force (lbs) 26,677 Alternate bouyancy calcs Overburden

Wetwell Wall Weight (lbs) 22,767 Lip on bottom 1' wide

Required Base Thickness (ft) 6.9 Weight soil + Weight of Base= 23,382 lbs

* Assumes 7" wetwell wall thickness w/ 15% S.F. SF= 1.7 OK use base thickness of 12"

Does not consider weight of soil column, pumps & equipment or fillets) Does not consider weight of pumps & equipment or fillets)

Utilizes soil column and base wt. to use 12" base thickness

VI Pump Selection

Make & Model No. NP 3085 SH 3 Adaptive 256

Impeller (mm) 1164" discharge

Motor (HP) 4

Discharge (GPM) 101

Velocity (ft/s) 2.6

Pump Cycle Time (min) 10.9 (4 CYCLES PER HOUR) product NP 3085 SH 3 Adaptive 256

Project Information: Forcemain Diameter (in) 4 2.0 Pump Station piping

Hazen-Williams coefficient of roughness130 130

Forcemain Length (lf) 813 from pump

Total K 10.5 25.78

VI Generate System Head Curve

Hs Hm From Pump curve

STATIC Hf MINOR TOTAL PUMP

FLOW HEAD FRICTION LOSSES HEAD HEAD Hf=(10.448 * L * Q^1.85)/

(gpm) (feet) LOSS (ft) (feet) LOSS (ft) LOSS (ft) (D^4.8655 * C^1.85)

Hm=K*V^2/2g

0 8.3 0.0 0.0 8.3 77.5

25 8.3 0.9 0.2 9.4 68

75 8.3 7.0 0.5 15.7 59

100 8.3 11.8 0.7 20.8 43

125 8.3 17.9 0.8 27.0 35

150 8.3 25.1 1.0 34.4 23

175 8.3 33.3 1.2 42.8 9

VII Determine WHP

Peak Flow (GPM) 101.0 whp=(q)*TDH/(3960)

TDH= 21.3

WHP= 0.5 HP

Pump efficiency 74%

Brake HP= 0.7 bhp= whp/eff

Use 5 HP Min.

Shaft Power Requirements: 0.7 HP Ps=QHt/(3960Ep)

Forcemain Diameter (in) 4

Hazen-Williams coefficient of roughness 130

Forcemain Length (lf) 813

Total K 10.5

Qpeak 101.00 gpm

VIII Determine NPSH

Atmospheric Pressure. pa 14.7 PSIA

144.0 INS/SF

62.4 PCF

Atmospheric Head, ha 33.92 FT ha= pa/p=14.7*144/62.4

Vapor Pressure, vp 0.26 PSIA

144.0 INS/SF

62.4 PCF

Vapor Pressure head, hvp 0.6 hvp= pvp/p

Static Head, hs 8.3 already calculated

Minor Friction head loss, hf 1.1 hf=hs+hvp

Total 9.4

Hf=(10.448 * L * Q^1.85)/

Static Friction head, hf(s) 6.27 (D^4.8655 * C^1.85)

Available NPSH, NPSHA 47.88 ft NPSHA=ha+hs+hf(s)-hvp

Manufacturers NPSHR 17 ft NPSHA>NPSHR

Satisfies contraint yes

30.0

40.0

50.0

60.0

70.0

80.0

H e a d

L o s s

System head Curve

System Curve

Pump Curve

0.0

10.0

20.0

30.0

0 25 75 100 125 150 175

Flow

System

Requirements