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Home My WebLink AboutWQ0042332_Worksheets_202407161017 Main Campus Drive, Suite 1200 • Raleigh, North Carolina 27606 • 9194112-SOS0 www.%mm.com Githens School Lift Station and Force Main Durham, NC Design Calculations Permit Number: WQ0042332 y . 'L9� a4 SEAL ra 036505 041 i (pZZ i��OTr pGaI m Scott Haberc*o% .07, 11 19'TS01-01W Project Name: Githens School Lift Station and Force Main Location: 4830 Old Chapel Hill Road, Durham NC Freese and Nichols, Inc. North Carolina Registered Engineering Firm C-3916 Githens Lift Station Design Calculations FREESE MWICHOLS Design Pumping Flow Rate Determine Minimum Pumping Rate Average Daily Flow(2045)= 809,670 GPD Peak Flow(2045)- . 3540730 GPD Minimum Pumping Rate Required - 2459 GPM Design Pumping Rate (QP.P) = 2460 GPM *2045 Average Daily and Peak Flows were determined in the Preliminary Design Report JUL 16 2024 !L n c'°`l `' t �cc, Design Pumping Flow Rate Githens Lift Station Design Calculations FREESE rIMINICHOLS 2022 Cycle Time & Wet Well Geometry Target Cycles Per Hour ADF - 285 gpm Pumping Rate - 2460 gpm Cycle Time - 10.0 min. Pump Cycles Per Hour = 6.0 Determine Wet Well Diameter Required Active Storage Volume = Selected Wet Well Diameter = Selected Wet Well Cycle - Volume in Cycle = 2518 Gallons Ft Vert. Ft Gallons 12.0 3.0 2538 Vertical Datum Used: NAVD S Wet Well Invert & Float Elevations Wet well Dia. - 12.0 Ft Top Elev = 258.50 Grid Elev 1 257.50 SS Invert In =1 232.57 Alarm = 232.07 .aQ On = 231.07 Lead On - 230.07 Off = 227.07 Bottom Elev -1 221.57 Minimum Pump Submergence = SAO Ft Cycle & WW (2022) Githens Lift Station Design Calculations FREESE MINICHOLS 2045 Cycle Time & Wet Well Geometry Target Cycles Per Hour ADF — 562 gpm Pumping Rate — 2460 gpm Cycle Time = 7.5 min. Per Hour = 1 8.0 Determine Wet Well Diameter Required Active Storage Volume — Selected Wet Well Diameter = Selected Wet Well Cycle — Volume in Cycle = 3253 Gallons Ft Vert. Ft Gallons 12.0 4.0 3384 Vertical Datum Used: NAVD 88 Wet Well invert & Float Elevations Wet well Dia. — 12.0 Ft Top Elev — 258.50 Gnd Elev - 257.50 SS Invert In —1 232.57 Alarm = 232.07 On= 231.57 Lead On = 231.07 Off — 227.07 Bottom Elev=1221.57 Minimum Pump Submergence —= Ft Cycle & WW (2045) Githens Lift Station Design Calculations Force Main & Piping Design Pipe Segment 1 IMinor Losses i and 90 bend !.5 and 11.25 bend -e (Run Flow) -e (Branch Flow) heck valve ug Valve (it UM Inlet Losses 5 and 90 bend Z.5 and 11.25 bend ee (Run Flow) ee (Branch Flow) heck valve lug Valve UM Design Pump Rate (gpm) _ Force Main Size (in) _ Velocity (fps) = Force Main Length (fl) Number of Fittings 9 5 3 2 1 1 1 1 1 Pipe Segment 2 Design Pump Rate (gpm) = Force Main Size (in) Velocity (fps) _ Force Main Length (ft) _ Number of Fittings 0 0 0 0 0 2 0 1 1 2460 14 5.13 2,571 K-Value 0.3 0.2 0.6 1.8 2.3 0.3 1.0 5.0 0.6 2460 12 6.98 18 K-Value 0.3 0.2 0.6 1.8 23 0.3 1.0 0.2 0.2 r�fNKWEIESLS Sum 2.7 0.75 1.8 3.6 2.3 0.3 5 0.56 18.01 Sum 0 0 0 0 0 0.6 0 0.2 0.2 1 Force Main & Piping Design Githens Lift Station Design Calculations � NicMois System Curve Calculation Force Main Diameter (in) - Initial Service C-Value - End of Service C-Value - Design Pumping Rate (gpm) = Low Wet Well Level (ft) = Discharge Elevation (ft) = Static Head (ft) Segment 1 Flow (gpm) Velocity (fps) 0 0.0 500 1.0 1000 2.1 2000 4.2 3000 6.3 4000 8.3 14 125 100 2460 227.07 241.5 14.4 Initial Service End of Service Minor Losses Friction Friction (ft) Headloss (ft) Headloss (ft) 0 0 0 0 1 1 1 3 5 5 12 18 11 25 38 19 43 65 Segment 2 Initial Service End of Service Minor Losses Friction Friction Flow (gpm) Velocity (fps) (ft) Headloss (ft) Headloss (ft) 0 0.0 0 0 0 500 1.4 0 0 0 1000 2.8 0 0 0 2000 5.7 1 0 0 3000 8.5 1 0 1 4000 11.4 2 1 1 System Curve Calcs Githens Lift Station Design Calculations Curves Initial Service C-Value Flow (gpm) Headloss (ft) 0 14 500 16 1000 19 2000 32 3000 52 4000 80 rI��rrc ENo�s End of Service C-Value Flow (gpm) Headloss (ft) 0 14 500 16 1000 21 2000 38 3000 66 4000 102 System Curve Calcs W. 0 C> C> G r+ Head (FT) Q CD O O 0 x►f I 0 of a 7 r 3 a o@ CL 7 C B CA S. N = rn a m n' 0 m ff al N w 0 c m _ m W, a �91 _ nm Z cift Gm Lift Station Buoyancy Calculation Githens Lift Station Design Calculations FREESE USIMMICHOLS Wet Well Buoyancy Calculations Given: Variables: Wet well Inside Dimensions: 12.00 Feet Wet well Outside Dimensions: 14.00 Feet Wet Well Top Slab Elevation: 258.50 Feet Extended Base Slab Diameter: 16.00 Feet Ground Elevation at Wet well: 257.50 Feet Extended Base Slab Thickness: 1.25 Feet Wet well Invert Elevation: 221.57 Feet Top Slab Thickness: 1.00 Feet Calculate Total Volume of Wet well Structure Volume of Wet well Riser Sections- 5682 cf Volume of Wet well Extended Base= 251 cf Total Volume of Wet well Structure= 5933 cf Calculate Total Volume of Water Displaced H2O Displaced $ (Volume of Wet well Structure) * (62.4 lbs/cf) H2O Displaced- 370235 lbs Calculate Weight of Wet well Components Section Total Ht Weight Top Slab Thickness (ft.) 1.00 23091 Riser - Total Vertical Ft. 36.93 226237 Base Slab Thickness (ft.) 1.25 37699 Totals= 39.18 287027 Total Weight of Concrete in Wet well— 287027 lbs. Calculate Total Area of Extended Base of Soil Above Extended Base1F Total Area of Wet well Riser Area of Extended Base less Wet well Height of Soil Above Extended Base Volume of Soil Above Extended Base Weight of Soil Above Extended Base (estimated) Total Weight of Soil Above Extended Base Flotation Protection Required? Weight of Concrete and Weight of Soil Above Extended Base: Weight of Water Displaced By Wet Well: Flotation Protection Required? 201 sf 154 sf 47 sf 36 ft 1693 cf 751lbslcf 1269871 Ibslcf 414014 lbs 370235 lbs O Wet Well Buoyancy Githens Lift Station Design Calculations Variables: rFREESE BNICHOLS Valve Vault Buoyancy Calculations Vault Inside Width: 9.00 Feet Vault Inside Length: 11.00 Feet Vault Inside Depth: 7.00 Feet Vault Wall Thickness: 6.00 Inches Vault Top Slab Elevation:E257 .50 Feet Ground Elevation at Vault:.50 Feet Vault Outside Width: 10.00 Feet Vault Outside Length: 12.00 Feet Extended Base Slab Width: 11.00 Feet Extended Base Slab Length: 13.00 Feet Extended Base Slab Thickness: 1.00 Feet Top Slab Thickness: 1.00 Feet Calculate Total Volume of Wet Well Structure Volume of Vault Riser Sections— 960 cf Volume of Vault Extended Base- 143 cf Total Volume of Structure= 1103 cf Calculate Total Volume of Water Displaced H2O Displaced r (Volume of Wet well Structure) * (62.4 lbs/cf) H2O Displaced— 68827 lbs Calculate Weight of Wet well Components Section Total Volume (cf) Weight Top Slab Thickness (ft.) 120.00 18000 Riser 147.00 22050 Base Slab Thickness (ft.) 143.00 21450 Total Weight of Concrete in Wet well= 61500 Calculate Submerged Weight of Soil Above Extended Base/Footing Total Area of Extended Base 143 sf Total Area of Vault Riser 120 sf Area of Extended Base less Vault 23 sf Height of Soil Above Extended Base 7 ft Volume of Soil Above Extended Base 161 cf Weight of Soil Above Extended Base (estimated) 75 lbs/cf Total Weight of Soil Above Extended Base 12075 lbs.,-cf lbs Flotation Protection Required? Weight of Concrete and Weight of Soil Above Extended Base: 73575 lbs Weight of Water Displaced By Wet Well: 68827 lbs Flotation Protection Required? NO Valve Vault Buoyancy Githens Lift Station Design Calculations Variables: IrAIR.K.OLFREESE S Meter Vault Buoyancy Calculations Vault Inside Width: 4.00 Feet Vault Inside Length: 4.00 Feet Vault Inside Depth: 7.00 Feet Vault Wall Thickness: 6.00 Inches Vault Top Slab Elevation: I 258.50 Feet Ground Elevation at Vault: 257.50 Feet Vault Outside Width: 5.00 Feet Vault Outside Length: 5.00 Feet Extended Base Slab Width: 6.00 Feet Extended Base Slab Length: 6.00 Feet Extended Base Slab Thickness: 1.00 Feet Top Slab Thickness: 1.00 Feet Calculate Total Volume of Wet Well Structure Volume of Vault Riser Sections- 200 cf Volume of Vault Extended Base- 36 cf Total Volume of Structure= 236 cf Calculate Total Volume of Water Displaced H2O Displaced - (Volume of Wet well Structure) * (62.4 lbs/cf) H2O Displaced- 14726 lbs I Calculate Weight of Wet well Components Section Total Volume (cf) Weight Top Slab Thickness (ft.) 25.00 3750 Riser 63.00 9450 Base Slab Thickness (ft.) 36.00 5400 Total Weight of Concrete in Wet well- 18600 Calculate Submerged Weight of Soil Above Extended Base/Footing Total Area of Extended Base Total Area of Vault Riser Area of Extended Base less Vault Height of Soil Above Extended Base Volume of Soil Above Extended Base Weight of Soil Above Extended Base (estimated) Total Weight of Soil Above Extended Base 36 sf sf sf ft cf lbs'cf lbs/cf 25 11 7 77 75 5775 lbs; Flotation Protection Required? Weight of Concrete and Weight of Soil Above Extended Base: 24375 lbs Weight of Water Displaced By Wet Well: 14726 lbs Flotation Protection Required? NO Meter Vault Buoyancy Surge Analysis Githens Lift Station Design Calculations FREESE rRAICHOLS Transient Analysis Summary: Two 2-inch combination air valves are proposed. One at the high point in the force main and the other on the pump discharge header. In addition, a 6-inch surge relief valve with discharge back to the wet well is proposed to increase surge protection. Combination air valves will be Vent -Tech 316L SS Model SZG-C per the City's Standards. Transient Analysis TECHNOL 06Y 777CEN7FRLAAE SANTA PALIL4 CA 9.32769 (805) 933 1429 TECHNICAL MEMORANDUM To: Rudy Lang Date: September 28, 2020 International Valve From: Larry Crossley ZZ Technology Re: Githens School Lift Station & Force Main Thank you for sending the information for this project. I have modeled sudden pump shutdown to examine performance of pipeline air valves in controlling pipeline surges in the 14" DIP force main. Results indicate 2" anti -surge air valves at critical locations will provide adequate downsurge attenuation. Computations are attached assuming 2" air valves at the locations listed below. SURGE Node Location Node 2 Discharge Header Node 902 Station 20+40 Steady-state conditions assuming two pumps in operation at full speed. Flow rate in the 14" force main is predicted to be 2470 gpm with nodal pressures based on C12O pipeline friction. Note gravity flow begins at Station 20+40 and our model ends at this transition. Transient computations follow in a time -marching format with pressures at several nodes tabulated every three seconds. Reviewing the summary of nodal pressure extremes, we find downsurge is attenuated with minimum pressures falling as low as -9.7 feet between air valve locations, so column separation is avoided. Upsurge on flow reversal is very small, only 1 psig over steady-state. Below is a typical shutdown plot. TWO PU"P SHUTOOWH 50 T "- .30 PRESSURE CFEETI 10 - 9k1 #1 q} 11Rt C } NLCSl -STATIOti EXIT 777CENZERLAME .SAAITA P.4tIL4 C,4 93996 (805) 933-1429 Rudy Lang Page 2 September 28, 2020 In short, the 20" force main can be subjected to excessive downsurge and 2" air valves should be used at the locations noted above. Performance presented for these critical valves is based on Vent -Tech Model SWG known for low maintenance and anti -surge design. Low pressure designs are needed for both valves to preclude leakage. These two valves will operate at very low pressures and should use a "zero psig" minimum pressure design. Please review the attached with your customer and feel free to contact me with any questions. ze Larry Crossley, P.E. ZZ Technology •**•* SIC2 PROGRAM: STEADY STATE - PEAK FLOW OPERATION ***** Version 2.3 Dec. 1996 DATE = 09-28-2020 INPUT DATA FILE NAME FOR THIS SIMULATION = C:\SURGE5\DATA\GITHI.SIC OUTPUT DATA FILE NAME FOR THIS SIMULATION = C:\SURGE5\DATA\GITHI.TIC NUMBER OF LINE SEGMENTS = 6 NUMBER OF COMPONENTS = 1 NUMBER OF SDO CONNECTIONS = 1 FLOW UNITS = GALLONS / MINUTE PRESSURE UNITS = PSI THE HAZEN WILLIAMS HEAD LOSS RELATION IS USED FOR THIS SIMULATION *********** SUMMARY OF INPUT DATA *********** --- ELEMENT DATA (LINE SEGMENTS, COMPONENTS AND SDO CONNECTIONS) --- ELEM NODE NODE LENGTH DIAM. PIPE SUM-M WAVE NO, 41 #2 (FT.) (IN.) RES. FACT. SPEED 1 1 2 25.0 12.00 130.00 1.00 3600.0 2 2 3 219.0 14.70 130.00 0.00 3600.0 3 3 4 150.0 14.70 130.00 0.00 3600.0 4 4 5 190.0 14.70 130.00 0.00 3600.0 5 5 6 310.0 14.70 130.00 0.00 3600.0 6 6 902 230.0 14.70 130.00 0.00 3600.0 7 901 1 - COMPONENT: RESISTANCE = .16 PUMP TYPE _ 8 2 802 - SDO CONNECTION (air valve) : R = .0001 - .013 --- DATA FOR PUMPS --- PUMP TYPE # 1 IS DESCRIBED BY THE FOLLOWING DATA: 1 EXIT HEAD = 0 NOTE; When a pump file is used SIC will generate a pump curve for the steady state analysis using the head - discharge data shown below. The closer the operating point and rated conditions the better the result. PUMP FILE ( 9991 ) IS USED. THE FOLLOWING CONDITIONS APPLY: HR = 36 QR - 2460 speed = 1775 rpm efficiency = .6 inertia = 10 HEAD DISCHARGE 41.76 1722 36 2460 25,56 3198 THE FOLLOWING COEFFICIENTS ARE CALCULATED FOR THE PUMP CHARACTERISTIC: A = 37 B = 4.562 C = -,866 --- NODE DATA --- NODE NO. ELEVATION DEMAND 3 236.0 0.0 4 236.0 0.0 5 243.0 0.0 6 256.0 0.0 901 232.0 - SUPPLY NODE: EXIT HEAD = 902 256.4 - SUPPLY NODE: EXIT HEAD = 1 **** THE RESULTS FOR THE STEADY STATE SIMULATION FOLLOW **** NO. OF TRIALS = 8 - ACCURACY ATTAINED = 0 ELEM NODE NODE FLOW HEAD MINOR PUMP LINE HL NO. #1 #2 RATE LOSS LOSS HEAD VELOCITY 1000 1 1 2 2470.43 0.34 0.76 0.00 7.01 13.54 2 2 3 2470.43 1.10 0.00 0.00 4.67 5.04 3 3 4 2470.43 0.76 0.00 0.00 4.67 5.04 4 4 5 2470.43 0.96 0.00 0.00 4.67 5.04 5 5 6 2470.43 1.56 0.00 0.00 4.67 5.04 6 6 902 2470.43 1.16 0.00 0.00 4.67 5.04 7 901 1 2470.43 0.00 4.85 35.89 - COMPONENT ELEMENT SDJ CONNECTION AT NODE 2 IS CLOSED JUNCTION ELEVATION DEMAND PRESSURE PRESSURE HYDRAULIC DEMAND NO. (FT.) (PSI) HEAD GRADE RESISTANCE 1 221.0 0.0 18.3 42.1 263.1 2 251.0 0.0 4.8 11.0 262.0 3 236.0 0.0 10.8 24.9 260.9 4 236.0 0.0 10.5 24.2 260.2 5 243.0 0.0 7.0 16.2 259.2 6 256.0 0.0 0.7 1.7 257.7 THE NET SYSTEM DEMAND 0 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) NODE NO. FLOW 902-2470.43 901 2470.43 SURGE PROGRAM - PEAK FLOW SHUTDOWN COPYRIGHTED BY DON J. WOOD, JAMES E. FUNK - LEXINGTON, KENTUCKY, 1996 DATE = 09-28-2020 INPUT DATA FILE NAME = C:\SURGES\DATA\GITHI.DAT OUTPUT DATA FILE NAME = C:\SURGES\DATA\GITHI.OUT THE FOLLOWING DEFAULT OVERRIDES HAVE BEEN DEFINED: LIQUID SPECIFIC GRAVITY = 1 TIME INCREMENT FACTOR = 1 FLOW CONVERSION FACTOR = 448.86 HEAD CONVERSION FACTOR = 1 TOTAL SIMULATION TIME = 90 TIME INCREMENT = .0038 ENGLISH UNITS ARE SPECIFIED: FLOW = CFS - HEAD FT. **** SUMMARY OF PIPE SYSTEM DATA **** NUMBERS OF SPECIFIC ELEMENTS LINE SEGMENTS - 6 COMPONENTS 1 JUNCTIONS = 5 BYPASS LINES - 0 SIDE ORIFICES = 1 RELIEF VALVES = 0 CHECK VALVES - 1 VARIABLE INPUTS= 1 LINE SEGMENT DATA POSITION TRAVEL C/GA INITIAL SEGMENT OF ENDS INCREMENTS FLOWRATE RESISTANCE 1 2 18 14.25 2470.43 0.04 7 3 16 94.95 2470.43 0.04 8 4 11 94.95 2470.43 0.02 9 5 14 94.95 2470.43 0.03 10 6 23 94.95 2470.43 0.05 11 902 17 94.95 2470.43 0.04 COMPONENT DATA DATA FOR PUMP FILES POS. POS. -REFERENCE (RATED) CONDITIONS- INITIAL TOTAL SPECIFIC FILE #1 #2 HEAD FLOW SPEED EFFIC. SPEED INERTIA SPEED NUMBER 901 1 36.0 5.48 1775 0.600 1775 10.00 5990.17 9991 Pump File Units: Flow (CFS), Head (ft.), Speed (RPM), Inertia (lb ft ft) COMPONENT CHARACTERISTICS AND INITIAL CONDITIONS POS. POS. - CHARACTERISTICS - INITIAL HEAD HEAD #1 #2 (A) (B) (C) FLOW #1 #2 901 1 (pump file) 2470.43 11.11 42.14 0.00 0.00 -0.16 - mult. comp. JUNCTION DATA JUNCTION NUMBER INITIAL CONNECTING LOCATION OF LEGS HEAD POSITIONS 3 2 24.9 8 4 2 24.2 9 5 2 16.2 10 6 2 1.7 11 902 0 0.1 SIDE DISCHARGE ORIFICE DATA POS. POS. EXT. RESISTANCES* LINE INITIAL - SURGE TANK DATA - #1 #2 POS. OUT IN HEAD FLOW (diam. depth volume) 2 7 802 0.00 0.01 11.04 0.00 - air relief valve * - For air relief valve use effective areas (not resistances) CHECK VALVE DATA THERE IS A CHECK VALVE AT POSITION 901 to 1 (non reopening) TIME DELAY (closure time) FOR VALVE = 25 - CV RESISTANCE = .16 THE INITIAL HEAD LOSS DUE TO THE CHECK VALVE RESISTANCE = 4.85 NOTE: CHECK VALVE RESISTANCES MUST BE INCLUDED WITH THE COMPONENT DATA VARIABLE INPUT DATA INPUT # 1 - PUMP START UP OR SHUT DOWN IS SPECIFIED AT POSITION NO. 901 TIME - RATIO INPUT DATA TIME RATIO 0 1 5 1 PUMP TRIP SPECIFIED - TRIP INITIATED AT 5.0008 SEC. THE FOLLOWING INITIAL VALUE IS CALCULATED FOR THIS VARIABLE INPUT: ... These should agree with initial values previously input (in parenthesis) THE INITIAL PUMP SPEED RATIO = 1 ( 1 ) **** SUMMARY OF INITIAL CONDITIONS FOR LINE SEGMENTS **** END POSITION DESIGNATIONS: J - JUNCTION, C - COMPONENT, S - SDO * - THIS DENOTES AN UNDESIGNATED END POSITION (UNACCEPTABLE) - CORRECT DATA END POSITIONS FLOW HEAD HEAD ELEVATION 41 #2 1 to 2 #1 #2 LOSS DIFFERENCE 1 C 2 S 2470.43 42.1 11.0 1.1 30.0 7 S 3 J 2470,43 11.0 24.9 1.1 -15.0 8 J 4 J 2470.43 24.9 24.2 0.8 -0.0 9 J 5 J 2470.43 24.2 16.2 1.0 7.0 :0 1 6 J 2470.43 16.2 1.7 1.6 13.0 11 J 902 J 2470.43 1.7 0.1 :.2 0.4 ****** FLOWRATE AND PRESSURE RESULTS ****** TIME H- 2 H- 5 Q- 3 2.998 11.0 16.2-2470.4 CV CLOSURE OCCURS AT POSITION # 901 5.996 -0.7 4.8-2311.8 8.995 -0.4 5.6-1845.9 11.993 -0.2 15.3-1455.3 14.992 -0.2 15.0-1146.5 17.990 -0.1 14.9 -847.1 20.987 -0.1 14.5 -594.8 23.985 -0.0 6.8 -322.6 26.983 0.0 6.8 -59.2 29.981 0.4 7.1 199.2 32.978 2.0 8.6 407.0 35.976 4.6 16.6 514.5 38.974 7.7 18.4 449.8 41.972 10.4 19.5 272.8 44.969 11.4 18.5 5.8 47.967 10.1 12.3 -233.8 50.965 7.3 10.5 -370.2 53.963 4.3 9.3 -365.0 56.960 2.1 11.1 -242.8 59.958 1.0 14.3 -50.9 62.956 1.1 14.9 141.6 65.954 2.4 15.3 298.8 68.951 4.6 13.0 392.5 71.949 7.3 11.5 371.8 74.947 9.6 12.1 237.4 77.945 10.4 12.5 32.0 80.943 9.3 16.8 -164.9 83.940 6.9 16.7 -290.9 86.938 4.3 16.2 -291.8 89.936 2.4 15.5 -210.7 r3UMMARY OF MAXIMUM AND MINIMUM HEADS POSITION NO. MAXIMUM MINIMUM 1 55.9 4.6 2 11.4 -0.7 3 30.6 12.9 4 29.5 12.1 5 20.2 4.6 6 3.7 -9.7 901 11.1 11.1 902 0.1 0.1 *** END OF THIS SIMULATION *** 09 Sewsgold — ❑ X G.A. INDUSTRIES. INC. CRANBERRYTWP. PA SEWSURGEThis programcomputesthepressuresurgep-; inasewageisimn,®, based on the data provided. No water column separation is assunedallhasjr a separa6rn may be possible depending on pump inertia and sysfan taaobrs_ Enter Project Name Glens School LS Date 10/28/2020 Enter the pipeline diameter (In.) 14 Line Length ----(Ft.) Enter the flow rate (Gpm) ® Pumping head --(Ft.) Static head on check valve -----(Ft) 14 pipe Material (0' Ductile Iron COMP - Is surgewave vdmily Known? r Yes r No r Cast Iron UTE Select pipe matenal from fist at the right —a C Steel Pipe material Modulus -(Psi) 24000000 r Asbes.Cement PRINT r Conc not RCP Enter pipe wall thickness --(In.) 0.51 r PVC Computed surge velocity is —(Fps) r hIDPE-1 iEXIT Surge critical period is ---(Seconds) 1 277 I r Other Potential headrise for a total flow stoppage within one critical period is ---- 7a_5 Static head must be added to obtain the total head expected which is The flowing velocity is s_D4 Fps. Pipeline constant (Dimensionless) isl 5.8% "Chwk for Wafer Col" Sepiarabavr " Thecornputed ELBOW BODY Valve ( Fig 625-0) vJve size is — 5.4 Inch Or. thecomputed WYE BODY Valve (Fig.626.0) vatvesize is— 6.2 Inch The'D' suffix denotes 125-lb CI ANSI. "Lr - 250-Ib CI ANSI. "V"=300-LB Steel ANSI Flanges SurgeRehef Valves usually discharge to atmosphere. If any significant back -pressure exists which could affect the valves discharge capacity. it may be necessary to increase the valve size.This type of relief valve cannot be oversized.