of 32
8/6/2019 Pump Drain Lift
1/32
Document ID :Revision :
ENGINEERINGDESIGNFILESUBCONTRACT NO. SOO-588051
1 PROJECT FILE NO. 020978
EDF-13
OLIVE AVENUE STORM WATER LIFTSTATION AT INTEC
8/6/2019 Pump Drain Lift
2/32
PROJECT FILE NO. 020978EDFSERIAL NO. EDF-1379
AUTHOR
ENGINEERING DESIGN FILE
DISTRIBUTION (COMPLETEPACKAGE):
FUNCTIONAL FILENO. WAPROJECTTTASK OU 3-13Group 1 - Tank Farm Interim Action Phase I 2
EDFPAGENO. 1 OF-UBTASK Lift StationOLIVE AVENUE STORM WATER LIFT STATION AT INTECITLE
SUMMARYThe Waste Area Group 3, Operable Unit 3-13 Record of Decision (ROD) for the Group 1 - Tank Farm Interim Actionrequires installation of engineering controls to reduce water infiltrating nto the contaminated tank farm soils. ThisInterim Action includes upgrading he existing storm water runoff collectionsystem in the tank farm including a1504 drainage control zone around the tank farm and constructing a lined evaporation pond where storm waterrunoff from the INTEC facility will be collected. The ROD requires the storm water collection system toaccommodate a 25-year 24-hour storm event.This EDF summary is for the design of the storm water lift station to be located at the intersection of Olive Avenueand Beech Street inside INTEC. This area forms a low spot, and pumping is required to prevent flooding. Themaximum design flow determined for the 25-yr storm event is 1230 gpm. Normal operating conditions will be flowfrom the 2-yr storm determined to be 603 gpm. The pumps are sized for one pump operation under normalconditions (2-yr storm event) with both pumps operating simultaneously during maximum design flows (25-yrevent). The length of pressure pipe is approximately 400 f t with a head loss of 17 feet.The floor of the liftstation was set at elevation 4899.5 to allow for storage and depth required for an existing stormdrain line to be connected to the lift station. The depth of the existing drain line had to be maintained becauseofthe utility tunnel running east to west down Olive Avenue. The existing storm drain flows into a drywell that will befilled with concrete. The drywell will now function as a catch basin. Based on this information, the overall depthofthe lift station will be 15.8 feet deep with a 10 ft diameter precast concrete structure, see attachments.Thrust blocks were analyzed for the discharge piping using EBAA Iron Inc. restrained ength calculation program.The analysis indicated that thrust blocks were not required provided mechanically restrained oints were used atbends and within five lineal feet of bends. BAA data analysis sheets are attached o this EDF.
DISTRIBLJTION(COVER SHEET ONLY):
CHECKED c. D I DATE[DATE
C. 0. Kingsford, P.E.BBWl Review DATE BBWl Review
8/6/2019 Pump Drain Lift
3/32
PROJECT FILE NO. 020978ENGINEERING DESIGN FILE EDF SERIAL NO. EDF-1379
FUNCTIONAL FILE NO. N/A
PROJECTmASK OU 3-13 Group 1 - Tank Farm Interim Action Phase 1 & 2SUBTASK Lift Station EDFPAGENO. 2 OFSUMMARY (Continued)References:1. Wastewater Pump Catalogs and H20 Optimize99 software by Hydromatic Pumps.2. Engineering Design File Sewage Lift Station Required at TRA, Clint Kingsford, EDF-346, 1995.3. Pipe-Flo Engineering Software, Version 6.08, Engineered Software, Inc., Lacey, WA, 1997.4. Highway Drainage Guidlines. Storm Drainage Systems, Dan Ghere et al., 1987.5. DOE-ID, 1999, Final Record of Decision for the Idaho Nuclear Technology and Engineering Center,OU3-13at the Idaho National Engineering Laboratory,USDOE-ID, USEPA, IDHW, DOE-ID-10660, October.6. EBAA Iron Inc. Restrained Length Calculation Program, Version 3.1, Eastland,TX .Conclusions:The piping system was analyzed using both hand calculations and Pipe-Flo software. The hand calculations wereperformed to check the analysis of Pipe-Flo, however, the software lended better results as the dual pumpsystem operation was able to be analyzed. Using Pipe - f lo, the systems resistance curve was developed forproper pump selection and sizing.In summary, a 10 ft diameter wet well 15.8 feet deep is recommended with two 7.5 hp submersible pumps. An 8"diameter force main will be required n order to limit the head loss in the pipeline and keep velocities to acceptablelevels. Calculation and data sheets are attached.
8/6/2019 Pump Drain Lift
4/32
8/6/2019 Pump Drain Lift
5/32
i
!
8/6/2019 Pump Drain Lift
6/32
8/6/2019 Pump Drain Lift
7/32
do.4\2,z\I
8/6/2019 Pump Drain Lift
8/32
b4.4
8/6/2019 Pump Drain Lift
9/32
I
8/6/2019 Pump Drain Lift
10/32
OU3-13 Group 1Olive Ave. Lift Station
, - ata Polnt--Flow: 920 US gpm
~ Head 13.8ftEff: 76%
~ Power: 4.14 bhp' NPSHr: - ft
- ~ e r i g nurve ---,lutoff Head: 28.4 ft
Shutoff d P 12.3 psiMin Flow: 239 US gpmBEP n% lfNOL Pwr: 4.19 bhp
L
8 795 US gpmd 864 USgpm-MaxCUW -
Max h r : 7.11bhp8 1112USgpm
PUMP-FLO ver: 6.0402/25/00
Cutve: S6A870.-n Point: Flow: 920 US gpm
Head: 14 ftPump: NCLOOG - 900 S b . SGAISBAX
Speed 870 rpmLimits: Temperature: 140 "F Spheresize: 3.75 in
Pressure: 125 ps'gDimenrlonr: Suction: --- in Discharge: 6 inMotor: 5 hp Speed 900 Frame: 254T
Dia: 10.25 inPower: -- hp
SpOCHk ~ P O & : Ns:--- NSS:--NEMA Standard TEFC Enclosuresized or Max Power on Design Curve
Flow Speed1104 870920 870736 870552 870360 870
USgpm rpm
PUMP DATA SHEETHYDROMATIC Selection file: KURTl230.UFSCatalog: HYDROBOMPC v 2
Fluld Water Temperature: 60 "FSG: 1Viscosity: 1.122 CPVapor pressure: 0.2568 p siAtm pressure: 12.5 p s i
N P S k - f tPlping: System: FRIlZ.PLL
Suctlon: --- inDischarge: --- in
USgpm 200 loo0 1200 1400 le00 le00
- ERFORMANCE EVALUATION-Head Pump Power NPSHr Motor Motor Hrs/yl Costft O h f f bhp ft %eff kW /kWh10.7 75 3.98 --*13.8 76 4.14 ---16.8 ~7 4.04 --19.1 75 3.54 --21.5 66 3.02 --
8/6/2019 Pump Drain Lift
11/32
I jyc' ! !
..z.~ 1
/
8/6/2019 Pump Drain Lift
12/32
8/6/2019 Pump Drain Lift
13/32
.h s
cCL
U.B
8/6/2019 Pump Drain Lift
14/32
a 0 0 0 0 0 0
0 %w .
8/6/2019 Pump Drain Lift
15/32
f
L
IWNd d
LI-Q
8/6/2019 Pump Drain Lift
16/32
. - N0.Ls
8/6/2019 Pump Drain Lift
17/32
0w$ 8 8 8 6 0
8/6/2019 Pump Drain Lift
18/32
XQD
8F
FP
.E.Ea$!
8
.E(0
d
8/6/2019 Pump Drain Lift
19/32
m . . rO O r? ? ?
u);:? ?0 0
2:
l - a D Q ,O O rQ Y ?
8/6/2019 Pump Drain Lift
20/32
FIGURE 111:
2E 007 06 0
0 so40I-30
4 L2 0L 10
C2CPCZ(rCIrcc:4zU
1(I
a
aa
\povza--
PoorG ro ssAverageGrassSurfaceDonreGrass
SUtf O C 8
S U r f O C 8
\\\\\ 1
\\
30
7OVERLANDTIME- 27 -LOW
8/6/2019 Pump Drain Lift
21/32
C A N A D A FIGURE I*T;---7"-i ; D O U U D . R ~ ~STATE O F I D A H O
0-0 S RICT NUMBERF --ZONE DESIGNATIO
0
8/6/2019 Pump Drain Lift
22/32
a30I
FIGURE I -A
8/6/2019 Pump Drain Lift
23/32
30 1kl 48611 sq f t
1749
B O1 63
I '4IIt
- - - - -
518 !I
663
8/6/2019 Pump Drain Lift
24/32
Q11 0 V mI I
p- ?W
8/6/2019 Pump Drain Lift
25/32
n U mt
IIz
8/6/2019 Pump Drain Lift
26/32
Attachment I o EDF-I379EBAA Data Analysis Sheets
8/6/2019 Pump Drain Lift
27/32
The Desiqn of Restrained Piping Systems0 : Can th e use olrestrairietl joints el in ha tethe need for thrust ldocks and rods!A: YW.
When a pipeline undergoes a change of direction 01a change of diameter, an unbalanced hydrostaticforce is generated. Thr ust blocking acts to resistthis force by distributing it over a relatively largearea of soil behind the fitting. The th rust blockpushes on the soil, the soil pushes back.Rodding acts to resist this force by tying severalfittings together such that the forces generated a recanceled. One fitting pushes in one direction, theother fitting pushes with an equal force in theopposite direction.
In a properly designed restrained piping system, asufficient length of pipe is locked together and thusacts as its own thrus t block. When the joints betweena group of fittings is restrained, the pipe wall performthe function of the rodding.One of the key elements i n restrained piping is thepro per and conservative design of such systems. Thedesign goal is to determine a length of pipe to berestrained such that the soils passive resistance andfrictional resistive forces are grea ter than theunbalanced hydrostatic force. This length, combinedwith an appropriate fa ctor of safety provides aconservative and economical method of pipeline desigAlthough the number of combinations of fittings isbeyond the scope of this program, combinations ca noften be simplified to one of the common fitting types.This is done by specifying restraint on all of the jointswithin the combination and then examining the axialforce vectors along each length of pipe. In some casesmany of the forces a re canceled and the fittings can bctreated as a group and calculation can proceed similaito an individual fitting.
For additional information on the design of restrained joint pipingsystems, contact ELlAA Iron Sales and request Connectionsbulletins PD-1 through PD-6.
8/6/2019 Pump Drain Lift
28/32
ProjectName
Piping Materials
TFIA
Installation Conditions
review Fs and pper Bend Restrained Length = 5 ff.
8/6/2019 Pump Drain Lift
29/32
Project Name ITFIA I
Pipins Materials Installation Conditions
review Fs and length To Be Restrained = 2 A.
8/6/2019 Pump Drain Lift
30/32
Vertical OffsetsResultant Thrust (T) = 2 . P .A .sin ( theta I 2 1
Vertical offsets require restraint of alljoints within the calculated lengths (L ) onboth sides of the upper and lowerfittings. When restrained lengths overlapon the diagonal pipe, all joints betweenthe fittings should be restrained.
Lower Send1 = SF-PaA.tan(theSa/2)
8/6/2019 Pump Drain Lift
31/32
Horizontal BendsResultantThrust (TI = 2 . P e A sin ( theta / 2 )
FS + '/2 RS~ o r ~ z o n t a ~ends require restraint of al l joints within thecalculated length (L ) on both sides of the fitting. In manycases, careful planning during installation can reduce thenumber of joints within the restrained length.
8/6/2019 Pump Drain Lift
32/32
Ayrghc ationUDuctile Iron PipeaWC PipeOS tee l Pipe 3" - 12"
2000 PV Joint RestraintMechanical Joint Restraintfor PVC Pipe
Product DescriptionThe Series 2000 PV joint rest raint for PVC pipe is the result of over a decade oftesting, design, and experience in the restraint of PVC pipe. Positive restraint of thepipe is provided by the use of individually actuated gripping wedges which act to evenlydistribute the thrust forces around the circumference of the pipe. This is a full rangeproduct line for use on all sizes of AWWA (2-900 and C-905 PVC pipe and can also beused on IPS diameter PVC pipe in 3" - 12" sizes. In all cases, the pressure rat ing isequivalent to tha t of the pipe on which it is used. This restraint product meets therequirements of UNI-B-13, is listed by Underwriters Laboratories (4 " - 1 2 9 , and isFactory Mutual approved (4" - 12"). Call and ask for Connections bulletins PV-1 andPV-2 concerning the testing of the 2000PV.
Related ProductsThe 2000PV is offered in a split version called the 2000SV, used to restrain existingPVC pipe. The series 1600,2800, and 2500 PVC pipe bell restraints are often used withthe 2000PV to satisfy restrained length requirements.
Please feel free to call for additionalinformationor application assistanceonthese or other EBAA products.
