) TOWN OF ADDISON , 􀁔􀁅􀁘􀁁􀁾􀀩 '\ CELESTIAL PUMP STATION IMPROVEMENTS SUMMARY OF BIDS 9:00 a.m., February 17, 1998 CONTRACTOR Total Amount of Bid 1. MEP Ventures, Inc. 212 N. Crockett,
Suite C Sherman, Texas 75090-5996 $553,772.00 2. Cajun Contractors, Inc. P. O. Box 59367 Dallas, Texas 75229 $621,000.00 3. Control Specialist, Inc. P. O. Box 141 Roanoke, Texas 76262
$652,000.00 4. Red River Construction Co. 1506 Capital Avenue, #200 Plano, Texas 75074 $726,600.00 5. North Texas Municipal Construction Company, Inc. 5614 Dyer Street Dallas, Texas
75206 $748,499.99 PUMP SUPPLIERS Pump Manufacturer Total Amount of Bid 1. PacolJohnston Johnston $39,620.00 2. Jersey Equipment Company SimpFlow $39,671.00 3. Smith Pump Company Bryon
Jackson $45,450.00 4. Oslin Nation Ingerso1-Dresser $47,000.00 5. Atlas Engineering, Inc. Flow Way $48,547.00 6. J-Line Pump Company J-Line $59,572.00 J:\AddisonI97180Ispecsltech-speclbid-tab,doc
.I, Ii I ii TABULATION OF BIDS I i .aJ.tL..QE .aJ.tL..QE flliLQE flliLQE I' I, Ii DATE: February 17, 1998 I I"i • 'i !PROJECT: TOWN OF ADDISON, TEXAS SHIMEK, JACOBS & FINKLEA, L.L.P.
MEP Ventures, Inc. Cajun Contractors, Inc. Control Specialist, Inc. Red River Construction Co. I Celestial Pump Station Additions -Pumps 2 & 4 CONSULTING ENGINEERS 212 N. Crockett, Suite
C P. O. Box 59367 P. O. Box 141 1506 Capital Avenue, #200 and Emergency Generation Dallas, Texas Sherman, Texas 75090-5996 Dallas, Texas 75229 Roanoke, Texas 76262 , Plano, Texas 75074
, I I II I II I I ITEM APPROXIMATE i I UNIT BID UNIT BID UNIT BID UNIT BID NO. QUANTITIES ! UNIT: DESCRIPTION PRICE EXTENSION PRICE EXTENSION PRICE EXTENSION PRICE EXTENSION 1* 1 : :For
Furnishina a 2,000 GPM Vertical Turbine Pump and 100 HP Motor $28,000.001 $28,000.00 I $28,000.001, $28,000.00 ! $28,000.001 1 I Ea. $28,000.00 ' $28,000.00 $28,000.00 i I 2* 1 I Ea.
$34,000.00 , , 1Furnishing a 3,500 GPM Vertical Turbine Pump & 200 HP Motor $34,000.00 $34,000.00 $$34,000.00 $34,000.00 $34,000.00 $34,000.00 $34,000.00 , 3 1 Ea. :For Installina, Levelina
& Makina Operational a 2,000 GPM Pumo & 100 HP Motor $3,140.00 $3,140.00 $2,000.00 $5,000.001 I $5,000.001 1 I $2,000.00 $5,000.00 $5,000.001 /.) , !For Installina, Levelina and Makina
Operational a 3,500 GPM Pump and 200 HP Motor $3,650.001 I 1 Ea. $3,650.00 $2,500.00 $2,500.00 $5,000.00 $5,000.00 I $5,500.001 $5,500.001 f-, $8,000.001 ; 5 1 Ea. iFor Furnishing and
Installina 14-lnch Butterflv Valves and Pump Check Control Svstem $6,391.00 $6,391.00 $6,000.00 $6,000.00 $8,000.00 . $7,500.00 i $7,500.00 I 6 I 1 Ea. For Furnishina and Installina
12-lnch Butterflv Valves and Pump Check Control Svstem $6,391.00 $6,391.00 $8,000.00 I 1 I I $8,000.00 $8,000.00 $8,000.001 $7,000.00: $7.000.001 I 7 1 , Ea. IFor Furnishing and Installina
3-lnch AirNacuum Valve 1 1 i $766.00 $766.00 $750.00 $750.00 $2,000.00 $2,000.001' $1,200.00i $1,200.00i I 8 1 ! Ea. IFor Furnishina and Installina 2-lnch AirNacuum Valve $549.001 $549.00
$600.00 $600.00 $2,000.00 $2,000.00:1 $800.001 $800.001 I 9 1 L.S. :Furnish & Install Piping and appurtenances to Connect Pumps to Discharae Header $16,779.001 $16,779.00 $16,000.00
$16,000.00 $17,000.00 $17,000.00!1 $30,000.00 ! $30,000.00: $4,399.001 $20,000.00 I Ii I 10 1 $17,000;001 , L.S. 'For Furnishina and Installina Flow Transmitter $4,399.00 $20,000.00
$21,000.00 $21,000.00, i $17,000.00 : 1 $74,856.001 $90,000.001 .II I 11 1 ; .1 L.S. :Furnish & Install Motor Control Centers, includina Multi-Lyns Protection Units $74,856.00 $90,000.00,
$100,000.00 $100'000'00il $85,000.00 i $85,000.001 , $3,000.00! $5,000.001 i II 12 1 • L.S. For Furnishina and Installina Ventilation Modifications in Electrical Room $3,000.00 $7,000.00
$7,000.00:1 $15,000.001 $ ,· I $5,000.00 rI I 15,000.00;I $189,950.00 I I. 13 1 • L.S. For Furnishina and Installina Emeraency Generator Set Inside Generator Set Buildiha $154,200.00,
$154,200.00 $189,950.00' $157,000.00 $157,000.00:1 $155,000.00 : $155,000.00: : For Furnishing and Installing Emergency Generator Set Conduits, Conductors, I $60,000.00 I I' I I' 14
1 L.S. ,I , Connections and all appurtenances to make Operational $26,720.00, $26,720.00 $60,000.00 $38,000.00 $38,000.001 $55,000.00 i $55,000.00l\ v\ I , ;For Furnishing and Installing
All necessary Conduits, Conductor, Connections and all $9,000.001 $18,000.00 I I 1 L.S. appurtenances to make Electrical System Operational $9,000.00 $18,000.00' $33,000.00 $33,000.0011
$29,000.00 i $29,000.00]: -') " .. -._:-:--For Furnishing and Installing Emergency Generator Set Foundation and Screening , I $75,000.00 ! $0.0011 I I' 16 1 L.S. Wall, includina Excavation
and Gradina· See Item 21 I 1 I $0.00 $75,000.00 No Bid $0.00; $0.0011 I , I For Furnishing, Installin8 and Making Operational Multi-Lyns Motor Protection in $33,000.00!i I 17 3 Ea. Existina
Motor Control enters . $23,562.00 $70,686.00 $13,000.00 $39,000.00 $11,000.00 $35,000.00 I $105,000.00!1 For Restoring Disturbed Areas, including Establishing Solid Sod and Adjustments
to 'I I I Ii 18 1 L.S. I $2,000.00 $2,000.00 $2,000.00 $5,000.00 !I Ii Irriaation System $2,000.00: $5,000.00', $3,000.001 $3'000'00il 19 1 L.S. For Expanding Existing Driveway Area,
including Saw Cut, Longitudinal Butt Joint, $6,400.001 $5,000.00!1 I !! Curbs, Concrete and Subgrade Compaction . $6,400.00 $1,200.00 , $1,200.00 $5,000.00 $8,000.00i $8,000.0011 20
1 L.S. $1 0,000.00 ! $15,000.00 1 $16,000.00' 1 For Preparina and Paintina Steel Surfaces, includina Electrical Conduits $10,000.00 $15,000.00 $16,000.00 $15,OOo.oOi $15,000.00:i 21
1 L.S. For Furnishing and Installing Emergency Generator BUilding, including Foundation, $92,845.00 I I II Electrical Sound Proofina and all aopurtenances $92,845.00 $8,000.00 $8,000.00
$128,000.00 $128,000.00 I $120,600.00 i $120,600.0011 -TOTAL AMOUNT BID (Items 1 throuah 21) $553,772.00 I $621,000.00 $652,000.00'I I $726,600.00:1 1 I I I J.\Addison\97180ISpecsIPF-la.wk4
.. Bid Allowance Item Page: lof2
I! I I' TABULATION OF BIDS .I3.I..D..-QE ;1 :1 I il I I' DATE: February 17, 1998 I Ii 􀁾 I . I :i J North Texas Municipal !JpROJECT: TOWN OF ADDISON, TEXAS SHIMEK, JACOBS & FINKLEA,
L.L.P. Construction Company, Inc. il Celestial Pump Station Additions -Pumps 2 & 4 CONSULTING ENGINEERS 5614 Dyer Street II and Emergency Generation Dallas, Texas Dallas, Texas 75206
[liTEM APPROXIMATE : I[ UNIT BID I II NO. QUANTITIES UNIT: DESCRIPTION PRICE EXTENSION I i I 1* 1 Ea. ;For Furnishing a 2,000 GPM Vertical Turbine Pump and 100 HP Motor $28,000.00 $28,000.00
I, :' 1 Ea. iFurnishing a 3,500 GPM Vertical Turbine Pump & 200 HP Motor $34,000.00 $34,000.00 1 I Ea. iFor Installing, Leveling & Makina Operational a 2,000 GPM Pump & 100 HP Motor
I $15,000.00 I $15,000.00 :F) : IL 1 Ea. !For Installing, Leveling and Making Operational a 3,500 GPM Pump and 200 HP Motor $15,000.00 $15,000.00 -i , !I 5 1 Ea. :For Furnishina and
Installina 14-lnch Butterflv Valves and Pump Check Control Svstem $6,000.00 $6,000.00 I 6 1 I Ea. ,For For Furnishing and Installing 12-lnch Butterfly Valves and Pump Check Control Svstem
I $6,000.00 $6,000.00 7 1 I Ea. iFor Furnishing and Installina 3-lnch AirNacuum 􀁖􀁡􀁬􀁾􀁥 i $700.00 $700.00 8 1 I Ea. iFor Furnishing and Installina 2-lnch AirNacuum Valve $500.00 $500.00
9 1 L.S. i Furnish & Install Piping and appurtenances to Connect Pumos to Discharae Header I $30,000.00 ' $30,000.00 I , 10 1 I L.S. iFor Furnishina and Installina Flow Transmitter $15,000.00
$15,000.00 11 1 I L.S. ;Furnish & Install Motor Control Centers, including Multi-Lyns Protection Units I $100,000.00 I $100,000.00 !i 12 1 1 : ! L.S. For Furnishina and Installina Ventilation
Modifications in Electrical Room $2,000.001 $2,000.00' 13 1 L.S. 'For Furnishing and Installing Emergency Generator Set Inside Generator Set Buildina I I $125,000.00 $125,000.00 Ii I
II I :For Furnishing and Installing Emergency Generator Set Conduits, Conductors, !! 14 1 L.S. 'Connections and all aoourtenances to make Ooerational i $9,000.00 $9,000.00 :1 I :For
For Furnishing and Installing All necessary Conduits, Conductor, Connections and all !L-15, 1 I L.S. I aoourtenances to make Electrical Svstem Ooerational $120,000.00 $120,000.00 II
H3) For Furnishing and Installing Emergency Generator Set Foundation and Screening II II 1 L.S. Wall, including Excavation and Grading' I See Item 21 $0.00 I I For Furnishing, Installing
and Making Operational Multi-Lyns Motor Protection in ! 17 3 Ea. Existing Motor Control Centers $33,333.33 $99,999.99 IL 18 1 L.S. For Restoring Disturbed Areas, including Establishing
Solid Sod and Adjustments to ii Irrigation System $1,300.001 $1,300.00 II 19· 1 L.S. For Expanding Existing Driveway Area, including Saw Cut, Longitudinal Butt Joint, Curbs, Concrete
and Subarade Comoaction $15,000.00 . $15,000.00 I 20 1 1 L.S. For Preparina and Paintina Steel Surfaces, includina Electrical Conduits $15,000.00 $15,000.00 II I For Furnishing and Installing
Emergency Generator Building, including Foundation, 21 1 L.S. Electrical Sound Proofing and all appurtenances $111,000.00 $111,000.00 -I TOTAL AMOUNT BID (Items 1 through 21) $748,499.99
I J:\Addison\97180ISpecsIPF-lawk4 .. Bid Allowance Item Page: 20f2
TOWN OF ADDIsoN To: JohV/8t􀁹􀀧􀁫􀀮􀁾􀀣􀀭 Company: 􀁾􀀨􀁾􀀧􀁫􀀭􀁉 􀁊􀁾􀁑 􀁾 t FAX #: 2/tJ--3C:, 1-D;Aolf Date:__2.._"_tf_._---_9..:::..1&:'---_ 􀁒􀁥􀀺􀁟􀁾􀁾􀂷􀀧􀁍􀁴􀁾􀂷􀁾􀁟􀂷􀁾􀁟􀀺􀀿__
# of pages (including 􀁣􀁯􀁶􀁥􀁲􀀩􀀺􀁾 PUBLIC WORKS From: James C. Pierce,Jr.,P.E.,DEE Assistant City Engineer Phone: 972/450-2879 FAX: 972/450-2837 16801 Westgrove P.O. Box 144 Addison,
TX 75001 o Original in mail Comments: oPer your request 􀁾􀁆􀁙􀁉 0 Call me Cr ______________----t(1_1-A_zt--_. _
ran VaIve L:ompany nnp:J/www.nenrypran.cOmlScnpts/QDmI.ex...praUVaIves/repllSU.Qbm&l.araID_:state11J=lX ) Henry Pratt Company m =..-􀁾 I[Ii. _ Sales Representatives for Texas .-Markets
Company WaterWorks Power and Nuclear Manufactured Valve Products,Inc. ! Garland, Texas Phone: 9726812200 t -: Fax: 9726810066 -. .-H*E Engineering Equipement Company _ ; Tulsa, Oklahoma
-Phone: 9182512121 t t Fax: 9182511051 1 .. -"_.. -. .-.-Scruggs Company I Houston, Texas ; Phone:7136492776 t -Fax: 7136491975 I [,pestone Indnstrial Co., In.. I 1 _Denver, Colorado
t i , Phone: 3037712300 I -! I ; , Fax: 3037712396 ".0. __ 0. _ I [ Home] [Back] IlV lIt••lil iiil' IJ'fMlfl1 _ 􀁬􀁾 to-Lvct-ev􀁾 (9WY1S 􀁾􀀱􀁦􀁾􀀦􀀭􀀭 􀁾 (MuJI-e r Co: 1 oft 2/8/987:11
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ADDISON AIRPORT ADDENDUM NO. 1 PARTIAL DRAWING NO. 22 I&. ADDED COMPACTJON REQUIREMENTS 12/18/97 TYPICAL NATIVE MATERIAL (3" MAX. GRAIN SIZE) EXIST. GROU 􀁎􀁟􀁾􀁟􀁜 􀁾__􀁾__:::::::=__==l_F_=_===__􀁾_
_==:::_::::=J .. .. ----------------------------------------------------------BACKFILL W/SELECT Mi COMPACT TO 95% MAX CRUSHED STONE 1/10 O. 􀁄􀁾􀀮􀁬􀀭􀀭􀁙􀁾􀁭􀁴􀁴􀀽􀁲􀁴􀁨􀀭􀀭􀀮􀀭􀀮􀁲􀀱
'---rtt-t-'--rt-H ] 6" MIN. 3" Ml;[ EMBEDMENT DElAIL FOR STORM SEWER DETAIL NO.1 N.T.S.
Pratt Valve Company http://www.henrypratt.comlscripts/dbml.exe?template=/prattvalves/products.dbm ".j Henry Pratt Compal1y lofl lI'IlT•••slI-lI·ilrrr._._.'lIm••••••••• • __.@II,)__•
_ Products & Services • All Product Details • Model 2FII Bonded Seat Butterfly Valve • Integrated Control Systems • Groundhog Buried Service Rubber Seated Butterfly Valve • Triton HP-250
Butterfly Valve • HPX High Performance Butterfly Valve • Indicating Butterfly Valve • Series 8000 Industrial Butterfly Valve • Metal Seated Ball Valve • Monoflange MKII Bonded Seat Butterfly
Valve • N-Stamp Nuclear Butterfly Valve • PIVA Post Indicating Valve Assembly • AWWA Rubber Seated Ball Valve • Rectangular Rubber Seated Butterfly Valves • On-Site/Field/Factory Repair
Services • UL Listed Groundhog and Style G Indicator Post • Venturi Flow Meters • Triton XL Rubber Seated Butterfly Valve • Triton XR-70 Rubber Seated Butterfly Valve Please feel free
to cut and paste Specifying Text: Highlight the desired text and select "copy" from the Edit Edit menu ofyour browser. Then paste the text into your word processor. [ Home] [ Back] 2/8/987:21
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*************** -COMM.JOURNAL-******************** DATE 12-19-1997 ****** TIME 03:24PM ** P.1 MODE = TRANSMISSION START=12-19 03:23PM END=12-19 03:24PM NO. 001 COM SPEED NO OK a STATI
ON NAME/TELEPHONE NO. 917036842492 PAGES 001 -Addison Svc Ctr -Upstairs-***************************************C FAX-200 V2.17)*-( 972 450 2834-************
0.,2/06/1998 14:38 214-361-0204 SHIMEK,JACOBS&FINKLE PAGE 01 SHIMEK, JACOBS & FINKLEA, L.L.P. CONSULTING ENGINEERS 8333 Douglas Avenue, #820 Dallas, Texas 75225-5816 Fax (214) 361·0204
PhDne (214) 361-7900 FAX TRANSMISSION COVER SHEET Fax Number: 72-450·2837 Number of Pages Transmitted (including this one) W To: Mr. Jim Pierce From: John W. Eickhoff, P.E. Date: FebruiU)'
6. 1998 Information on Check Valve to go with soft start/stop motor control centers
•02/06/1998 14:38 214-361-0204 SHIMEK,JACOBS&FINKLE PAGE 02 800 REVISED AND RE:PFUNTEO 1995 SLANTING DISC CHECK VALVES..: . ANEW STANDARD OF EXCELLENCE • '; 􀁻􀁾 ,<. 􀁾,􀁬􀀺 􀁾􀀻 􀁾
It 1...-_. 􀁾􀁟􀁾 ---.-;... 􀀮􀀮􀀬􀀻􀀢􀀭􀂷􀁾􀀧􀀻􀀢􀀬􀀻􀀻􀀬􀀻􀀬 •.􀁈􀂷􀂷􀁾􀀮􀀭􀀧􀀻􀀮􀂷􀀻􀀬􀀻􀀮􀀮􀀻􀀮􀂷􀀮􀂷􀀢􀂷􀂷 􀀬􀂷􀀻􀀺􀀢􀀧􀀽􀀮􀀻􀀻􀁉􀀧􀁾 C199S Valve &Primer Corporation HAIPGD VALVE
AND PRIMER CORPORATION 1420 s. WRIGHT SLID. SCHAUMBURG, 'UINOIS li0193-4m @708/5:19-9000 • FAX: 708/529-9007 • 100/32)-6969
02/06/1998 14:38 214-361-0204 SHIMEK,JACOBS&FINKLE PAGE 03 SLANTING. Setting New Standards. SLANTING DISC CHECK VALVES ... WITH 35 YEARS OF EXPERIENce TO GUARANTEE REAl/ABILITY AND 􀁏􀁕􀁔􀁾
STANDING PERFORMANCE. RUGGEDLY DESIGNED-YET WITH MINIMAL HEAD LOSS AND MAXIMUM ANTI-HAMMER CHARACTERISTICS. THE APCO SLANTING DISC CHECK VALVE, BECAUSE OF ITS VERY UNIOUE TWO PIECE SODY
DESIGN AND SLANT DISC POSITION HAS SUPERIOR FLOW CHARACTERISTICS (LOWEST HEAD LOSS), WHEN COMPARED TO ANY HINGED DISC TVPECHECK VALVE AVAILABLE"OUTTWO PIECE BODY DESIGN ALLOWS FOR A
40% EXPANDED CROSSSECTIONALFLOW AREA WHERE THE DISC IS HINGED AND FLOWS OPEN", IN OTHER WORDS, THE FLOW AREA OCCUPIED BY THE MASS OF THE DISC IS MORE THAN COMPENSATED FOR BY THE EXPANDED
FLOW AREA. ALSO THEAEROFOIL DESIGN OFTHEDISC. LIKE THE WING ONA PLANE, OFFERS MINIMAL RESISTANCETO FLOW, WHIl.E LIFTING AND STABILIZING IN THE FULL OPEN POSITION. FLOW CHARACTERISTICS
ARE FURTHER IMPROVED BECAUSE THE LONG LAYING LENGTH OF THE VALVE BODY ALLOWS WATER TO SMOOTHLY ENTER AND PASS THRU WITHOUT TURBULANCE, EDDVS OR CAVITATION. THE "SLANTING DISC" FeATURE
IS NOT A GIMMICK. "THE SLANT DISC POSITION IS THE MOST IMPORTANT FEATURE OF THIS VALVE, OFFERING MINIMUM RESISTANCETO FLOW, WHILE MINIMIZING WATER COLUMN REVERSAL. ANDSLAMMING ON SHUT
DOWN, DUE TO THE SHORT DISTANCE, THE SLANT DISC TRAVELS TO SHUT-OFF POSITION, THE OFF CENTER PIVOT OF THE SLANT DISC WORKS, TO YOUR ADVANTAGE, AS FOLLOWS: THE SURFACE DISC AREA ABOVE
THE PIVOT POINT RESISTS CLOSING BECAUSE IT MUST CLOSE AGAINST THE REVERSING WATER COLUMN; THEREBV COUNTERACTING THE CLOSING FORCETO THE DISC AREA BELOW THE PIVOT POINT'. THE NET RESULT
IS NO SLAM OR MINIMAL SLAM DEPENDING ON COLUMN REVERSAL VELOCITY, THE UN-BALANCEDWEIGHT(HEAVIER BELOWTHEPIVOT POINT) CAUSES THE SLANT DISCTO FReE FALLINTOSHUT-OFF • . POSITION WITH MINIMALREVERse
FLOWANDASLIGHTPRESSURE DIFFERENTIAL WILL CAUSETHESLANT DISC TO FLOW OPEN, HENCE,IT HAS THE LOWES! FRICTION HEAD LOSS OF ALL CONVENTIONAL SWING CHECK VALVES. DUE TO THIS VERY LOWHEADLOSS
THE APCO SLANTING DISC IS SUITABLE FOR HEAVY DUTYROTARYAIR BLOWERS SERVICEWITH AN ALUMINUM DISC. SEeAIR FLOW HEAD lOSS CHART PAGE. APeoSLANTING DISCCHECK VALVEMAY COSTMOREON DATE OF
PURCHASE, BUT ITPAYS FOR ITSELFMANYTIMES OVER IN REDUCEDPOWERCONSUMPTION AND GREATER PUMPING EFFICIENCV TO THE USER. seE ENERGY SAVINGS BACK PAGE! ACTUAL FLOW TEST FOR HEAD LOSS CHARACTERISTICS·
-.: r 3' .' 􀁾􀀧 r 10" 􀁉􀁲􀁊􀀢􀂷􀁉􀁾􀂷􀀱􀀢􀀲􀁬􀁉􀀢 n" 3If' 31" ".""'&0" 1l" • 1.IlOO III.IlIII IIJIJ.OOO FLOW IN GALLONS PER MINUTE 111I II I I " I II II II I II V I 1/1/1 , 'I Ifll
//II /1/I Ii II. //, VI ! , I I I I I II I I I I I /. /1/1 JI /I /' VJ' /I;:VIVI} 1/1 i(J/' J I • . ...,It . . • •• r .. . :I • " • f .. I ).I. r ,. . t • • • 'I' .. .. a. cc .. W:1:"
... : ·w • W. II. .z... · fh, 0. 􀁏􀁾 ... -.. CERTIFIED FLOW TESTS CONDUCTED AT UTAH STATE UNIVERSITY WATER RESEARCH LABORATORY, LOGAN, UTAH, 1991. FIGURES SHOWN ARE BASED ON CERTIFIED
FLOWTESTS CONDUCTEDATUTAH STATEUNIVERSITY,WATER RESEARCH LABORATORY, REPORT NO. 299. VALVES SIZES 8" & 14". ACTUAL FIELD CONDITIONS MAY VARY FROM THESE CURVES. NOTE: WHEN COMPARING SIMILAR
COMPETITORS PUBLISHED DATA, ONLY USE CERTIFIED FLOW TEST DATA. '2
23 PAGE FLOW BY-PASS page 25 51GNAL SWITCH page 25 FREE OPENING AND CONTROLLED CLOSING. page 24 CONTROLLED OPENING .•.. AND CLOSING page 25 NO EXTRA COS't1 INIlICATOIISMOWI 'ALft DIIC
POlmON MAY III; UHIJ TO TRIP "'MICRO IWITCH 0" COUJt"ING H'lICE. NOTAYAILABll! T-r & ."IIDS. OUCTILE IRON DISC, .. 􀁁􀁾􀁄 VALVE DISC POSITION ''''OleATO''MOUNTED ON THE PIVOT PIN COVERsee
PICTURE BELOW. STAINLESS STEEL PRESS FIT BUSHING & SPECIAL ALLOY PIVOT PIN -HIGHLY WEAR-RESISTANT. DOUBLE O·RINGSEALS -ONEEACH SIDEBODYSEASEAT AND DI9C RINGS HANC REPLACEABLE "WITHOUT
MACHINING" IN TI1E FIELD. *TWOACCESSORY OPENINGS(1) EACHBODY" HALF ANO DUCTILE IRON DISC PERMITS , SPECIFYING A CHECK VALVE WITH CONTROL '., 􀁆􀁾􀁔􀁕􀁒􀁅􀁓􀁆􀁏􀁒 YOUR PARTICULAR JOB
NOW,': OR FOR FUTURE NEEDS. . ' .. OPTIONAL CONTROLS, * TWO ACCESSORY OPENINGSONE IN EACH BODY HALF! NO EXTRA COST! 􀀻􀀮􀀮􀀮􀀮􀀮􀀭􀀫􀀭􀁾􀁉􀁯􀀧􀀭􀀭􀀭􀀭􀀭􀁐􀁒􀁅􀁃􀁉􀁓􀁅 PIVOT CLEARANce
INSURES SELF-CENTERING. GUARANTEES AGAINST VALVE STICKING CLOSED I AND • TIGHT SEATING PER AWWA C5Q1-S3• SHIMEK,JACOBS&FINKLE WWlE IlUE 2" 3" 4" 6" 8" 10" 12" 14" 1&" 18' 20" 24" 30"
36'􀁾􀀲􀂷 48"154"M' 12" M.O..ll.e\. 802 '03 104 .01 108 '1O liZ 114 III 811 PO 1M t30 131 ItZ 118 M& no m A oVe 􀀹􀁾 111'2 15 19'1\ 􀀲􀁴􀁾 2' 30 311 33 32 38 5l 59'.\ In<. 65 71 81 tOe
III B 6 􀁾 9 11 lall 16 T9 Zl 231i is 2m 32 M 48 53 􀁓􀁉􀁬􀁾 16Y.t 73 861; "z 0 2 3 4 6 B lij 12 14 18 18 2U Z4 30 36 4Z q 5' eo 12 .:5.. E 7;\ 8Ve 9,. liV. 1514 18 21 􀁾 21 30 31\'1
36Vz 48'1t 51 58 8T'II 71 III 10Z 􀁾 F % 14 'IK, 1 ,.... W.. IV. l'h I'Ai l'h. I''A. 1'4 􀁾 a'h 􀁾 􀁾 3 3% 31\ 1/1 G I'lt 0 11 17Yl 2l 25'>'l 'lI 33 36 38 fJ 48 57 5ZI't 03 72 17 1lll2S
:! K 4 4 8 8 e 12 12 12 lli 18 iO 20 28 32 30 44 ... 52 flO L 'Ii 􀁾 'li 14 ·'1. 1 1 1'4 11II We 􀁉􀁾 1% 1% 1% 1% ''11 il 2 2 M .". 8 􀁾 9lt lIti. "\10 17 '''' 21'4 22_ 2S 2'11\ II 􀀴􀁚􀁾􀁾
5Ifj 􀁾1m 1m =-" It ez iii as l1ll ." lOU 11IIII 1l3l 1Ifi t8lG WIllI 7iDIl--,lQIO-I-> A 9lt 1Z'h 11\': 15 10\\ 24th 24 JlI 30 33 32 3i 52 􀀵􀀹􀁾 &21& 86 71 til 10& B 6Yr 1\\ 10 12\1
151m 20'11 23 2S'h 28 30Yc JB 􀁾 50 57 &5 " · • III 0 2 3 4 6 8 10 12 t4 II 18 20 2. :Jll 36 42 ell 􀁾 80 12 0 E 7ft 1'1'1 g¥. 13% 15'" '8 Zl is 28 30 3w, 36'11 GlI\ 5\ 58 6fl4 7\ 14
102 j ... F '10 'l\ 11& 􀀱􀁾􀀬 W. "4 2 2'" 2'1. 􀁾 2'h 2l'e 3 􀁾 􀁾􀀧􀁹􀀬 4 · · · II G 􀁩􀁾 0 11 I1Vz U 2SVa tr 33 38 38 41 48 57 621\ 83 12 T7 III 125 oJ a K 8 8 8 IZ 12 11 11 20 2G
24 24 24 28 3238 eo · • · 􀁾 L '" 􀁾 % 􀁾 I I.... 11(0 1\\ 􀁾 􀁉􀁾 􀀱􀁾 I'll 1 􀀲􀁾 21'+ Zl!t · · · -M ,5. S% "'11 Wl'e 13 15'" mil 20'4 22Vl Z4lic tr 3Z m 48 52" 60:-· · · III a ,..
1'1' ." "" l1Ji '1Ol ,... ZlIlO--..----...... lIGIlO • 10 IIi $UPIIUBlIY CUSTOMER • 150# AND 300. CLASS DIMENSIONS SAME AS ABOVE -£XCEPT 12" A=27W' HIGHER PReSSURE CLASS PAGE 26• • TIGHT
SEATING PER AWWA CS08-93. APCOSlanting DiSC Check. Valves close with slight c'earance around pivot pin., insuring 3600 seatIng between the II;Qncentric disc rin9 an(;l body seat rIng.
Theile rings are precisely machined snCS mOve together or apart with minimum rUbbing. thusellminllting wear and leakage for many years of service. Thill movemunt allows "tight" 􀁳􀀹􀁡􀁴􀁩􀁬􀁬􀁾
to meet AWWA slln(;lllr(;ls for met.l to metal seated valves. •• K '" NO. OF HOLES L '" OIA. OF HOLES M '" OIA. OF B.C. B D· •02/05/1998 14:38 214-351-0204 DISC CHECK VALVE 􀁾􀀮 With
These Features A-•
02/06/1998 14:38 214-361-0204 SHIMEK,JACOBS&FINKLE PAGE 05 uSERIES SOlid -with BOTTOM MOlJNTED BUFFER (FREE OPENING AND CONTROLLED CLOSING) THIS UNIQUE BUFFER ARRANGEMENT ALLOWS THE
VALVE DISC 10 TO OPEN FULLY WrrHOUT IN-• TERFERENCE AND TO CLOSE FREELY FOR APPROX. 90% OF ITS STROKE. AFTER THE DISC IS 90% CLOSED, IT THEN COMES IN CONTACT WITH THE BUFFER ROD 33,
AT THIS POINT. FINAL CONTROL SPEED OF CLOSING THRU THE LAST 10% OF CLOSING IS ESTABLISHED. THE FLOW CONTROL VALVE 41 ON THE CYLINDER 39. IS EASILY ADJUSTED TO ALLOW TIME ADJUSTMENT.
TO SUIT PIPELINE FLOW CONDITIONS. POSITIVELY PREVENTING SLAMMING AND GREATLY REDUCING PRESSURE SURGES. DID YOU KNOW? ANY APCD CONTROLLED MOVEMENT VALVE CAN BE MODIFIED IN THE FIELD TO
SUITE UNUSUAL CONDITIONS. GOOD PUMP STATION DESIGN REQUIRES AT LEAST 3 PIPE 􀁩􀁾􀁾􀁾􀁾􀁾􀁾􀀱􀀣􀁾 DIAMETERS OF STRAIGHT PIPE DOWN STREAM SIDE OF A CHECK VALVE AND IN SOME CASES °rHE UPSTREAM
SIDE. THE APeo BUFFER MAY BE ADDED TO A VALVE IN THE FIELD. APCO OFFERS ONLY FACTORY TRAINED ENGINEERS ENGINEERS FOR FIELD START UP. ABOUT THE BUFFER t----=---NI 􀁾􀀭􀀭􀁰􀁴 I------p-..........􀁾
􀁾 • , . 24 Bottom Mounted Buffers have been used successfully for many years to eliminate slamming of the valve disc and resultant water hammer. Recommended where instantaneous flow
reversal caused by a Hydro-pneumatic Surge Tank or Open Line Discharge is SO fast a free closing check valve cannot shut prior to reverse flow and therefore slams. Alternately. the 8uffer
will stop the disc at 90%. approximately (adjustable) of closure and control close the disc to shut-off without slamming and with minimal pressure rise. . VALVE DIMENSIONS FOR S-800B
(BOTTOM MOUNTED BUFFER) It S·800T (TOP MOUNTED DASHPOT) VALVE 6" 8" 10" 12" 14" 16" 18" 20" 2411' 30" 36" 42" 48" 54" 60" 72" SIZE 800T G 􀀲􀀱􀀢􀀬􀁾 28% 3OG" 31% 35% 43'h 44% 48V4 60%
􀁥􀁾 790/,. 91 102 122 124 141 H 1:PA1 􀀱􀀴􀁾 16'1z 1774 􀀱􀀹􀁾 21% 23'h 26V, 28% 34'12 39V. 46'1.1 50 60 62'h 73 800B N 8% 􀀷􀁾 5 11A, 4% 4% 2% 5V.. l'1Ji: 2Y1. 80/.. x 9% 'Iz ;II;
3V.. X 113.'x 8 x J 􀀲􀁾 3% 􀀴􀁾 5"Jis 5% l:iY" 5'n 7IA 8 8'4 􀁾􀀮􀀴 􀀳􀁾 2Vz 7 8 3'/2 P llVz 11 9 11 9 9 7 12 3 5 2 lC 2 x 2 :Va X 4 x a •
02/06/1998 14:38 214-361-0204 SHIMEK,JACOBS&FINKLE PAGE 06 • SERIES800T-withTOP MOUNTED"OIL DASHPOT (SLOW OPENING &CONTROLLED CLOSING) The Top Mounted Oil Dashpot System is highly recommended
when slow open and full control closure of the dIsc 10 is 9ssentlal. Slow Gradual Opening and Control Closing of the valve disc will prevent or greatly reduce surge pressures (water
hammer) that can cause damage to the pipeline each time the pump starts & stops or power failure. The system shown below works as follows: 1. SLOW GRADUAL OpeNING Slow Gradual Opening
in the upper chamber of The cylinder 59 as the piston inside the cylinder moves upwards. 2. FULL CONTROL CLOSING TWO (2) STAGES .. ... 1st Stage: Closing control occurs in the lower
chamber of the cylinder 59 as 1he piston moves downward. then 2nd Stage: Final control stage oecurs as the piston reaches the bottom of the cylinder and IIntlirs the intemal cushion
chamber, built into the cap of the cylinder. . By simply regulating each flow control valve 64. a slow gradual opening of the disc 10 can be achieved as well as variable control closing
of the disc. Closing time adjustments can be made In the field 10 best suit your installations. This.is a desirable fealure because times for opening and closing computed. during design
of a pump station and pipeline may not coincide with actual field condItions. . Once correct 0pEln &. close times have besfl set. the fJow cOnlrol valves can be locked In position to
prevent tampering. The slightly pressurized hydro-pneumatic tank 73 serves as power to 8t8rt the disc clQsing immediately when pumping stops. IlFLOW BY·PASS . . 􀁾 BY-PASS PIPING WITH
MANUAL SHUT-OFF READllY AVAILABLE. TO PERMIT FLOW AROUND THE DISC, WHEN THE CHECK VALVE IS CLOSED. IE: -TO DRAIN SYSTEM. 25 G SIGNAL SWITCH ELECTRICAL SIGNAL SWITCHES ARE AVAILABLE MOUNTED
ON THE INDICATOR COVER TO GIVE A LOCAL OR REMOTE SIGNAL. THUS VALVE DISC IS OPEN OR CLOSED. The system described above is oil operated and thirty 30 years of experience we have found
the oil system to be trouble free and easier to maintain than water daspot systems. Oil Is used here in a manner to create an independent and closed system. completely divorced from
the main line media by a positive air gap spacer 58. Therefore, riSk of 011 contaminating potable water in the main line is eliminated. Oil also prevents problems such as corrosion,
electrolysis. silt or mineral deposits from fouling up the cylinder and controls, as is the risk. when water is used. TYPICAL PUMPING STATION -KEftN TULARE WAUR DISTRICT CALIFORNIA 't'"
OIL DASHPOT SYSTEM ••
02/06/1998 14:38 214-361-0204 SHIMEK,JACOBS&FINKLE PAGE 07 SERIES SOO-HIGH· PRESSURE CAST STEEL CONSTRUCTION FOR HIGHER PRESSURE CLASS •• SIZE A 8 C D E WEIGHT 3" 18 8% 6% 1% 11 175
4" 11 10% 8'1\ 􀀱􀁾 12 200 6" 11'4 14 11% 2'4 16 325 8" 22% 16% 13% 27.. 16'1. 525 10" 25% 20 17 2% 21'4 750 12" 30 22 19% 2% 24% 925 14" 34 23'4 20% 3 29 1600 16" 36 27 23% 3% 32 1950
18" 38 29% 25% 􀀳􀁾 34% 2500 20" 40 32 28% 3% 35 2900 24" 48 31 33 4'1. 42 4000 NOTE: DIMENSIONS FOR BUTT WELD END VALVES AND PRESSURES UP TO 2SOO# VAlVES CLASS IlfADILV. AVAILABLE FROM
APeD ENGINEERING DEPARTMENT. AVAJLABLE WIRING DIMENSIONS FOR 400# CLASS VALVES A SIZE A B C D E WEIGHT 3" 16 8'1. 6ft 1% 11 125 4' 􀀱􀀶􀁾 10 7% 1" 12 150 8" 16V. 12% 10\ 1'4 16 275 8"
21% 15 13 2\1, 16% 450 10· 24% 17'1z 15% 􀀲􀁾 21." 675 12" 􀀲􀀸􀁾 􀁚􀁑􀁾 􀀱􀁾 􀀲􀁾 􀀲􀀴􀁾 825 14" 33% 23 20'10 2'4 29 1400 16" 35 25% 22% 2% 32 1700 18" 36". 28 24'¥. 2'4 34% 2250 20·
42% 30% 27 3 35 2550 24" 44 36 32 3% 42 3100 DIMENSIONS FOR 600" CLASS VALVES MATERIALS· BODIES -CAST CAST STEEL ASTM A216 WeB DISC (2-THRU 10") -STAINLESS STEEL ASTM A351 Cf8M (12"
AND Up) -CAST STEEL ASTM A216 WCB BODY SEAT RING -StAINLESS STEEL A$TM A351 CF8M DISC SEAT RING (12" AND Up) -STAINLESS STEEL ASTM A351 CF8M PIVOT PIN -STAINLESS STEB. ASTM A582 1303
PIVOT PIN BUSHING (12" AND Up) -STAINLESS STEEL ASTM A269 1304 'OR TO SUIT PRESSURE·TEMPERATURE APPUCATION APCO PRESSURE-TEMPERATURE RATINGS • MAIII". 􀀱􀀸􀀢􀁬􀁉􀁉􀁡􀁾􀁉􀁬􀁉􀁅􀁉􀁖􀁉􀁃􀁅
PREIlUIIE. P.aL CAllllIDl DUCTJI1II1011 CAIlIDit STIll I'tAllLUlITHl TEIIlP. _UnU1ZlCU ..,..WS AlTMUI'u wei AITMQlICfM ·F 􀁾􀁕􀁬􀁬􀁬􀁬􀁩 tLIMr5lI PlE8IUIE I:lASI PlnlUlEtUiA PlRI\IIE!UQ
1"·,r '."-U" 311" -UP 1'·12· ,,,•• 2"-3lI"·UI' ,SO :100 1iD IlIII 4IIlI .. lIlIlI 1&C1l1 2liC1l1 11Q 3IIIl "00 "'" lIlIlI lIDO ISOO Oto'" ,111101110 250 e40 2115 740 WO ,.. 2220 3105
lI110 215 120 Il8U 1440 2150 HOI) 6ODO ..zo.,SO 200 -150 150 SOO 300 300 2'2 6ZO 272 107 945 ,.,5 2122 35"0 5lIlI7 257 870 892 13dl1 2010 3347 5&10 2CIlI 110 135 115 460 280 250 􀀲􀀳􀁾
600 260 illS 900 1350 2025 3315 562$ 􀀲􀁾 lI20 B25 􀁬􀁚􀁾 '.:MIII5 511lO .1.1.0 175 125 '5 415 260 aoo 225 61t2 245 '" "7 1332 1911 3327 550&7 W 590 715 1180 1170 2145 "'O 185 110 !lO
375 :1'40 150 215 ses 230 1155 17' 1315 1970 3280 5470 215 IilIO 745 llaD 1110 219' 4llIIO HAT nST 200 150 15') SOIl 300 300 275 120 31! ell; 1080 1&30 2445 4Ot§ f190 305 7115 1080 1585
2380 31160 eeoo I'll IH£Ll TnT 300 230 230 750 0&50 .50 COlI 815 450 1125 1500 2225 3350 5575 11275 .25 1100 1450 21l'S 3250 6400 toGO Nt 26
02/06/1998 14:38 214-361-0204 SHIMEK,JACOBS&FINKLE PAGE 08 ) CONVERSION OF FLOW FROM n.p.M. TO F.P.S. FOR VARIOUS PIPE SIZES VELOCITY' FTJSEC. 7.07 12.57 28.21 5(f27 78.54113.1 􀀱􀀵􀀳􀀮􀀹􀀲􀀰􀀱􀁾􀀻
254.5 314.2 45H IOU 􀀱􀀰􀀱􀀱􀀮􀀹􀀱􀁾􀀴1809.61229it.2 2827.4 4071:5 A,..Sq. Fl. .0491 .0873 .1964 .3491 .5454 .•785 1.069 1.396 1.767 2.182 3.142 '4.!lOll 1.069 ';'9.62',12.56615:004
􀀱􀀹􀀮􀀶􀀳􀁾􀀺􀁩􀀷 A..a SQ. I". Slzeo! Pipe u.s. . 􀁾􀂷􀀧􀀺􀀮􀀱􀀺􀂷 G.P.M. ·:C.F.i5. • 60 􀁾􀁂 2.7 1.5 0.7 0.4 120 5.4 3.1 1.4 0.8 240 10.9 .. 6.1 2.1 1.5 3GO 16.3 9.2 4.1 2.3 4(lO 21.8
12.3 5.5 3.1 600 􀁬􀁾􀁩 21.2 15.3 6.8 3.8 900 23.0 10.2 5.7 1.200 30.6 13.8 't.t 1,600 10.4 11.5 2.400 21.2 15.3 3,000 􀁌􀀻􀀺􀀻􀀢􀁦􀀺􀁾 34.0 19.2 3.600 23.0 4,200 26.$ 4.800 ·::.'10.10
30.6 5,400 la'.03 8.000 ,':·;3.37 1.200 ·.18.05 8,400 ··>:1807:2 9.600 ·.:"21;39 10.800 ··.':24.01 12.000 : ,e,ooo i&.74 .·".40.11 24.000 :53..49 30,000 86.86 36.000 6O;p 42.000 $4.0
48.000 .. ·108.0 54,000 130;0 60,000 133.6 0.5 1.0 0.7 1.5 1.02 0.8 2.0 .: 1.4. 1.U 􀁾􀀺􀁾􀂷􀁮 􀁕􀁊􀁾 1.1 􀁩􀀺􀁁􀁻􀁾 1.3 􀀺􀀮􀁾􀀧..•.,.'...•.􀁾􀀮􀀺.•.􀁾􀀮􀀺.􀀧􀁾......'.•. 􀀮􀀺􀁾 􀀮..•.:..'.'.'
H􀀮􀀺􀁾 􀁵􀀯􀁾 􀁩􀀺􀁾􀀻􀀬􀁊􀁕 1.1 􀁲􀀻􀁾􀁾􀁲􀁾 1.1 1.3 1.5 1.7 1.9 2.7 3.4 4.1 4.8 5.4 6.1 SPECIFICATIONS • SERIES 800 SLANTING DISC CHECK VALVES . The BODY shall be heavyTWO PIECE cast
iron. not fabricated steel. The two (2) body halves and body seat shall be a-ring SEALED and bolted together in a manner to sandwich the body seat on B 55° angle. E<lch body half must
hilve iln ACCESS COVERED HOLEfor internal Inspection and each BODY HALF and DISC fully machined to accept future attachment of a Bottom Buffer or Top Mounted Oil Dash Pot. The SEAT RING and DISC RING must be of
the design lhat permits replaceability in the field without need for special tools or machining. The PIVOTPINS in the body and the BUSHINGS, in the disc lugs. must be stainless steel,
but of different hardnesses to prevent galling. The BUSHINGS shall be PRESS FIT to prevent wear. An INDICATORshall be provided to show the position of the disc. The area throughout the
valve body mustbe equal to full pipe area. The area thru the seat section shall be 400/0 larger than the Inlet and outlet of the valve to achieve lowest head loss. Valve materials shall
be certified conforming to following A.S.T.M. specifications: Bodies Cast Iron ASTM A12G GR. B Disc (2" thru 10") Bronze ASTM B584 C83600 Disc (12" & Larger) Ductile iron ASTM A536 Seat
Ring & Disc Ring Bronze ASTM 8271 C92200 • Pivot Pins (2" thru 10") Aluminum bronze ASTM Bf50 Alloy 2 Pivot Pins (12" & Larger) Stainless steel ASTM A582 T303 Pi'lot Pin Bushings Stainless
steel ASTM A269 T304 Exterior Paint Phenolic Primer FDA Approved for Red Oxide Potable Water Contact Valve to be APCO Series 800 Slanting Disc Check Valve, per Bulletin 800. as manufactured
by Valve & Primer Corporation, Schaumburg. Illinois, U.S.A. OPTIONAL PAGE 24-SERIES 8009 WITH BOTTOM MOUNTED BUFFER FOR FREE OPEN AND POSITIVE NON-SLAM CLOSING, the valve must be a bottom
maunted buffer. The buffer shall be designed to contact the disc during the last 10o/v ot closure and cantrgl the final closing of the valve to prevent water hammer; rate of cl06ure
externally adjustable and variable. The line media to the buffer must be separated by a combination pressure sensing device, oil·water separator to protect the buffer cylinder against
corrO$ive build-up trom the media. e OPTIONAL PAGE 25-SERIES BOOT WITH TOP MOUNTED DASHPOT OR SLOW OPEN AND NON-5LAM CLOSING, a top mounted all dashpot must be provided with slow opening
and control clasing cycle of the valve. to prevent surge and water hammer. Dashpot must have (2) contrg( flow rates. (1) 90% rapid rate (2) 100/0 slow rate during shut-down. Each rate
infinitely and Independently adjustable. The dashpat must be a self contained oil sy&tem, separate and independent frgm the water line media. The oil reservoir far closing cycle shall
be open to atmosphere with an air breather cap to prevent dust and other media from contamInating the all. The oil r&servolr for opening cycle must 􀁢􀁾 􀁾 hermetIcally sealed to contain
pressure If necessary (air over oil) and be equipped with 8 pressuregaugeandpneumatic 27 air va'\'e. .
214-361-0204 SHIMEK,JACOBS&FINKLE PAGE 09 ,.'\ .""J ENERGY COS-( SAVINGS COMPARISONS (1992) 02/06/1998 14:38 Check Valves -. . generally, essential pipeline components•.. but inherently.
definite now obstruction in pipelines.-measured as head loss in feet of water -create wasteful energy cost. Hence, each time pumps run. check valve(s) continually 􀁷􀁡􀁾􀁴􀁥 • energy_
Therefore, check valve{s) merely selected for lowest initial purchase cost unquickly become an extremely expensive Choice, compared to Slanting Disc Check Valve(s) which have lowest
head loss. COMPARISON HEAD lOSS THROUGH 24" CHECK VALVE I 􀁊􀁦􀀭􀁾 􀁾􀁾􀁴􀁪􀀿 Q\tilV 􀁾 C?>"'-􀁾􀁲􀀺􀀮􀀰 • II" ,.:pV 􀀯􀁾􀀬􀀮􀀮 ........ 􀁾 ".... 􀁾􀀭􀁴􀀧􀀮􀁜􀁾 􀁾􀀮􀀮􀀮􀂢 .. 0.0# 􀀱􀀮􀁾
l--" b-..-' ENERGY COST SAVINGS EVAWATION 1) A 24tr size pipeline. to deliver water (Sp. 􀁇􀁲􀀮􀁾􀁮 by pump with combined motor &pump efficiency (Ee) of 72%... first year average delivery
Is 15,000 GPM and average energy cost is $0.08 per Kilowatt/Hour (cost may vary accordingly to to local Utility Rates). 2) Using a conventional SWing Check Valve. head loss (HL at 15,000
GPM is 3 feet of water. S) Using an APCO Slanting Disc Check Valve, head loss (HL) at 15,000 GPM is 0.718 feet of water (Certified Tests conducted at Utah State University, (Logan) Utah
Water Research Laboratory). . Energy cost dispensed for first year of check valve (Py) is: P _ GPMx HlXSp. Gr. J( .746 x Cost x 24 Hour x 365 Days y -3960xEc KW-Hr. Since GPM, Sp. Gr.•
costlKW-Hr, Ee, other 􀁦􀁩􀁧􀁵􀁲􀁾 are common in determination of Py for both valves. stJ.oOCt 1&1 ... <O.ooa ;:) Z:E '0.00. a: wQ, to.ouo ltJ Zg".000 􀁾C<:J '0.000 􀁾 8.000 := "000
0... T.OOO IL ..ODO 5.DOO .5 .6 .r.8.9 '.0 z 3 Py = 2750.404 x HL HEAD LOSS IN FEET OF WATER Energy cost using Conventional SWing Check Valve end of first year ... Energy cost using
APCO Slanting Disc Check Valve end of first year "" Energy cost saving using APCO Slanting Disc Check valve end of first year 􀁾 $8,251.21 $1,974.76 $6,276.45 • CUMULATIVE SAVINGS $
6,276.45 32,662.75 68,725.07 152,500.55 254,622.39 YEARLY SAVINGS $ 6,276.45 6,793.80 7,500.91 9,143.56 11,145.95 1st 5th 10th 20th 30th Average service life for APCO valve is 30 years
and projecting 2% future increase for water demand and energy cost, will reflect estimated savings as follows: 􀁾 DISC OPENING VS FLOW 8lIH-+++++t+-:!7't-1H-t++++++1 1Qmfwwmwm o 􀁾 􀁾
􀁾 􀁾 􀁾 􀁾 􀁾 􀁾 􀁾 􀁾 ... OFYAlVEOISCO""NING 􀁾 􀁾 u 0 􀁾 » 􀁾 􀁾 n 􀁾 􀁾 OECOI{USOFOPENINO • 28
. 􀀺􀀮􀁾􀁜 .. -) II IIII III I'!i,L-I------=-----N-ff---Ij I 􀁾 ... , .. 􀁾 [A . 7 􀀮􀁨􀁦􀁦􀁾􀁾 I 􀀮􀁾􀀮 􀁾 􀀱􀁾􀁾􀀿􀀷􀀭 II 􀀼􀀬􀁩􀁊􀀮􀁌􀀭􀁾􀀮􀂷 j) .. /􀁾 􀁉􀁉􀁾􀀧 􀁾 II 11, III 􀁉􀁉􀁉􀀭􀀺􀁰􀁾
. , III 􀁾 rD I rIIl.-h:: l' Q,. IU'L, Ai -..,j1Ilf' . _ /. A iii L1lUA'L 􀀨􀀧􀁾 􀁾 􀀯􀁬􀁦􀁾 . I , [ ! III . I'I1 ' ·1 􀁾􀁴􀁬􀀮􀀱􀁦􀁊􀁟 I . 􀁾􀁲 ' I . II I I IIII ! I . I· I I II . II
. ,I II [II iil!! i.i
) IIIII I I·1! II I I I II . jII II II Ii II , I
'", "j
OFFICE FARMERS BRANCH TOWN OF ADDISON MUNICIPAL WATER PUMPING TU ELECTRIC SUMMARY BILLING DETAIL PAGE: 2 DATE: 12/29/97 PAST DUE DATE: 01/16/98 ACCT #: 116 5819 99 4/CITY: ADDISON 2,400
KWH 84,000 343 B/KW 0 RATE MS 0.00 MISC AMT 0.00 0.00 TAX AMOUNT 0.00 TOTAL AMT DUE 6,156.99 DESCRIPTION: 􀀵􀀵􀀱􀀰􀀬􀁃􀁅􀁌􀁅􀁓􀁔􀁉􀁁􀁌􀀮􀁾􀁐􀁕􀁍􀁐 ADDRESS: 5510 CELESTIAL RD METER 079146652GE
PREV RDG 02786 PRES RDG 02821 WH MULT DEM RDG 14.28 DEM MULT 24 A/KW FROM 11/11/97 TO 12/12/97 ELECTRIC SERV AMT 6,156.99 GUARD LIGHT ADJT AMOUNT COGENERATION POWER COST $.00000700-PER
KWH DESCRIPTION: BELTLINE & ADDRESS: BELTLINE & METER 062014508WE PREV FROM 11110/97 ELECTRIC SERV AMT RATE 0.00 0.00 ADDISON ADDISON RDG 03800 PRES RDG 03800 TO 12112/97 14.00 GUARD
LIGHT ADJT AMOUNT COGENERATION POWER COST $.00000700-PER KWH WH MULT ACCT #: CITY: ADDISON 1 KWH MPMISC AMT TAX AMOUNT TOTAL AMT DUE 133 2661 99 8/o 0.00 0.00 14.00 DESCRI PTI ON: 15130,SURVEYOR
ACCT #: 194 6027 990/ADDRESS: 15130 SURVEYOR BLVD CITY: ADDISON METER 081162357WE 081162357WE PREV RDG 31272 PRES RDG 31711 WH MULT 45 KWH 19,755 DEM RDG 4.67 DEM MULT 45 A/KW 210 .B/KW
0 FROM 11110/97 TO 12111/97 RATE MS ELECTRIC SERV AMT . 1,459.46 GUARD LIGHT 0.00 MISC AMT 0.00 .. '" 􀁾 :. ... -ADJT AMOUNT 0.00 TAX AMOUNT 0.00 RATE 0.00 0.00 830 7227 99 COGENERATION
POWER COST $.00000700-PER KWH DESCRIPTION: WATER TOWER ADDRESS: 4949 MILDRED ST METER 043265399LG PREV RDG 16758 PRES RDG 18768 FROM 11/10/97 TO 12/12/97 ELECTRIC SERV AMT 190.73 GUARD
LIGHT ADJT AMOUNT COGENERATION POWER COST $.00000400-PER KWH SUBTOTAL OF MUNICIPAL WATER PUMPING WH MULT TOTAL AMT DUE ACCT #: CITY: ADDISON 1 KWH GTMISC AMT TAX AMOUNT TOTAL AMT DUE
1, 459.46 2,010 0.00 0.00 190.73 $7,821.18
OFFICE FARMERS BRANCH TU E:LECTRIC SUMMARY BILLING DETAIL TOWN OF ADDISON MUNICIPAL WATER PUMPING PAST DUE DATE: 08/14/97 DESCRIPTION: 15130,SURVEYOR ADDRESS: 15130 SURVEYOR BLVD METER
081162357WE PREV RDG 28770 PRES RDG 29115 WH MULT DEM RDG 4.44DEM MULT 45 AIKW FROM 06/10/97 TO 07/11/97 ELECTRIC SERV AMT 1,401.39 GUARD LIGHT ADJT AMOUNT COGENERATION POWER COST $.00002600-PER
KWH DESCRIPTION: 5510,CELESTIAL.@PUMP ADDRESS: 5510 CELESTIAL RD METER 079146652GE PREV RDG 02526 PRES RDG 02571 WH MULT DEM RDG 13.96 DEM MULT 24 AIKW FROM 06/11/97 TO 07/11/97 ELECTRIC
SERV AMT 9,659.40 GUARD LIGHT ADJT AMOUNT COGENERATION POWER COST $.00002600-PER KWH COGENERATICN POWER COST $.00002600-PER KWH 116 5819 99 4/108,000o 0.00 0.00 9.659.40 2661 99 8/0
0.00 0.00 14.00 6027 99 01 15,5250 0.00 0.00 1.401.39 133 ACCT #: 194 CITY: ADDISON 45 KWH 200 BIKW MSMISC AMT TAX AMOUNT ACCT #: CITY: ADDISON 1 KWH MPMISC AMT TAX AMOUNT TOTAL AMT
DUE TOTAL AMT DUE RATE 0.00 0.00 ACCT #: CITY: ADDISON 2,400 KWH 335 BIKW RATE MS 0.00 MISC MISC AMT 0.00 TAX AMOUNT TOTAL AMT DUE RATE 0.00 0.00 WH MULT ADDISON ADDISON RDG 03800 PRES
RDG 03800 TO 07/11/97 14.00 GUARD LIGHT \ ADJT AMOUNT DESCRIPTION: BELTLINE 8 ADDRESS: BELTLINE 8 METER 062014508WE PREV FROM 06/10/97 ELECTRIC SERV AMT RATE 0.00 0.00TOTAL AMT DUE ACCT
#: CITY: ADDISON 1 KWH GTMISC AMT TAX AMOUNT DESCRIPTION: WATER TOWER ADDRESS: 4949 MILDRED ST METER 043265399LG PREV RDG 13549 PRES RDG 14188 FROM 06/10/97 TO 07/11/97 ELECTRIC SERV
AMT • 71.13 GUARD LIGHT ADJT AMOUNT COGENERATION POWER COST $.00001300-PER KWH WH MULT 830 7227 99 4/639 0.00 0.00 71.13 SUBTOTAL OF MUNICIPAL WATER PUMPING $11,145.92
) SHIMEK, JACOBS & FINKLEA, L.L.P. CONSULTING ENGINEERS 8333 Douglas Avenue, #820 Dallas, Texas 75225-5816 Fax (214) 361-0204 DESIGN MEMORANDUM Phone (214) 361-7900 Date: January 13,
1998 􀀬􀀬􀀮􀀭􀀭􀀭􀀭􀁾 Subject: Celestial Pump Station Improvements with 3 and 5 mgd Pumps Pump Selection, Pump Control Valve Selection and Air & Vacuum Valve Selection A. Pump Selection
The Celestial Pump Station Improvements include the addition oftwo high service pumps. Pumps are needed for winter month demands, to replace a deficiency in elevated storage and to run
concurrently with one existing pump during the summer months. In order to determine the amount of discharge needed from the pumps during low demand periods, pumping records for the months
of January through March were obtained from the City. The records indicated a flowrate of approximately 5 million gallons per day (MGD) occurred during this period. Pumps with flowrates
of 5 MGD and 3 MGD were selected by the City to meet this demand and the above stated criteria. In order to determine the ability ofthe pumps to operate in different demand conditions
and in combination with one ofthe existing pumps, a Cybemet Extended Period Simulation (EPS) was created. Select output was recorded and is shown on the enclosed EPS pump sizing worksheet
(Exhibit I). The data generated from the EPS shows the amount ofpump head required to refill the 1 MG elevated storage tank, while overcoming the static head (Hydraulic Gradient at the
Elevated Storage Tank Minus the Elevation ofthe Pumps; 605.5-feet) and the total dynamic head (Static Head Plus the Head Loss in the Distribution system). System curves were generated
with the calculation ofthe static head and the total dynamic head at various flow rates. Table I shows the static head in the water distribution system when the elevated storage tank
is at the maximum condition (High Water Level Elevation = 777) and the minimum condition (Low Water Level Elevation =737). Table 1 -Maximum and Minimum Static Head Maximum Static Head
(feet) 171.5 Minimum Static Head (feet) 131.5 The head loss at various pump rates were calculated and added to the static head to provide the total dynamic head. Table 2 shows a summary
ofthe total dynamic head for the condition when one existing pump and the two proposed pumps are running at the same time. J:\Addison\97-180ILettersICorres\Desn_Mem.Doc
Town ofAddsion ) Celestial Pump Station Improvements Design Memo January 13, 1998 Page No. 2 \. Table 2 -Maximum am􀁾 Minimum Total Dynamic Head Flowrate . Total Dynamic Head at Total
Dynamic Head at (MGD) 􀁾􀁏􀁮􀁤􀁩􀁴􀁩􀁯􀁮in Feet Minimum Condition in Feet . ead +Head Loss) (Static Head +Head Loss) 0 171.50 131.50 2 172.09 132.09 4 173.62 133.62 6 176.00 136.00 8
179.17 139.17 10 183.09 143.09 12 187.75 147.75 14 193.12 153.12 15 196.06 156.06 16 199.18 159.18 17 202.47 162.47 18 205.93 165.93 20 213.35 173.35 The data generated from the tables
above are shown on the attached system curve graph (Exhibit 2) and are labeled as Maximum and Minimum. Once the system curves are plotted, the pump curves for each pump and the additive
pump curves for different pump combinations were plotted. When one existing pump is operating with the two proposed pumps, the operating point must fall in the area between the maximum
and minimum condition system curves. As shown in the EPS worksheet (Exhibit 1) at hour 27, one existing pump and two proposed pumps operating in a condition following a period ofma .
hourly demand, produce a ? pump head of approximately 190-feet of head with a total pump rate 17.15 MGD. lotting these two points I on the pump curve labeled Pumps 1+2+4, show the pumps
are opera' withm the system curves. Once the pump sizes were selected, the next phase of the design consisted of determining the size of the pump column and lineshaft for each pump.
When checking the size the pump column basedon the velocity, the friction loss in the column becomes important. Generally a friction loss no greater than 5-feet per 100-feet is acceptable.
The friction loss per 100-feet for Pump 2 (5 mgd) with a 14-inch column and a l-I/2-inch 416 stainless steellineshaft is 2.38 feet. The friction loss per 100-feet for Pump 4 (3 mgd)
with a 12-inch column and a 1-1/2-inch 416 stainless steel lineshaft is 1.89 feet. Therefore, the friction loss and velocity in a 􀀱􀀴􀁾􀁩􀁮􀁣􀁨 pump column (Pump 2) and a 12-inch pump
column (Pump 4) 4) are in an acceptable range. The size of the lineshaft selected for each pump is l-l/2-inch. A 1-l/2-inch lineshaft of this size provides a maximum horse power ratingof212.
Since the lineshaft is 416 stainless steel, a correction factor (1.5) can be applied to the horse power rating. The correction factor multiplied to the rated horse power (212*1.5) provides
a maximum horse power rating of 318. The 200 hp and 125 hp pumps and motors are well below the 318 hp maximum rating. Therefore, the size ofthe lineshaft is adequate. J:\Addison\97.180ILelle,,\Corres
lDesn_Mem.Doc
TOWN OF ADDISON CELESTIAL PUMP STATION IMPROVEMENTS EXTENDED PERIODSIMULATION (EPS) -PUMP SIZING WORKSHEET EXHIBIT 2 -EXTENDED PERIOD SIMULATION -SUMMER DEMAND SCENARIO '.) Job No.:
Date: 97180 11/22/97 Existing Pump 1-9.75 MGD Proposed Pump 2 -5.00 MGD Proposed Pump 4 -3.00 MGD Hydraulic Elevated Stora2e TOTAL Hour Status Next Switch Pump Pump Head Discharge Status
Next Switch Pump Pump Head Discharge Status Next Switch Pump Pump Head Discharge Grade at Elevatcil Storage Elevated Storage "Elevated Storage Net Demand PUMPAGE (O/C) Grade (ft) Flowrate
(mgd (ft) Velocitv (fos) (O/C) Grade (ft) Flowrate (ml!d\ (ft) Velocitv (ins) (O/C) Grade (ft) Flowrate (mgd (ft) Velocitv (fos) PumoStation Water Elevation Tank Deoth Flow (mgd) (mgd)
(MGm 0 C 762 C 769 C 770 775.03 776.00 39.00 -6.06 6.60 0.00 1 C 0 773 4.95 191.04 7.17 O' 775 2.70 192.08 5.31 771.20 768.14 31.14 1.10 6.55 7.65 2 C 0 4.93 ·191.43 7.14 O' 2.68 192.48
5.28 772.00 769.56 32.56 -2.82 10.43 7.61 3 C 0 5.05 189.17 7.31 O' 2.81 190.28 5.53 766.62 765.89 28.89 -8.94 16.80 7.86 4 0 767 8.81 206.15 6.25 0 4.99 190.24 7.22 O' 2.75 191.90 5.41
787.47 754.30 17.30 8.24 8.31 16.55 5 0 8.23 212.04 5.84 0 4.78 198.67 6.92 O' 2.52 196.07 4.96 793.33 765.oI 28.01 5.28 10.25 15.53 6 C 762 0 4.82 194.71 6.98 O' 2.55 195.24 5.03 774.49
771.84 34.84 -0.57 7.94 7.37 7 C 0 4.84 194.20 7.00 O' 2.57 194.86 5.06 773.88 77:1.10 34.10 0.19 7.22 7.41 8 C 0 4.83 194.54 6.99 O' 2.56 195.12 5.04 774.45 􀀷􀁾􀀱􀀮􀀳􀀵 34.35 2.42
4.97 7.39 9 C C 769 0 2.61 193.90 5.15 772.26 774.49 37.49 -10.91 13.52 2.61 10 0 767 8.47 209.76 .6.00 0 773 5.07 188.85 7.34 O' 2.61 193.97 5.14 790.42 760.33 23.33 5.42 10.73 16.15
11 _.. _,-. C 762 0 4.91 192.19 7.10 0 2.65 193.21 5.21 770.54 767.37 30.37 2.2.1 5.34 7.56 12 C 0 4.85 193.97 7.01 0 2.58 194.69 5.08 773.37 770.24 33.24 2.45 4.97 7.43 13 C C 769 O'
2.58 194.76 5.07 773.55 773.43 36.43 -2.64 5.22 2.58 14 C 0 773 4.95 191.12 7.16 O' 2.69 192.23 5.30 769.79 770.00 33.00 -10.98 18.62 7.64 15 0 767 8.80 206.34 6.24 0 4.97 190.54 7.20
0 2.73 192.30 5.38 785.94 755.75 18.75 2.07 14.43 16.50 16 0 8.27 211.62 5.87 0 4.80 198.10 6.94 O' 2.54 195.66 4.99 791.03 758.43 21.43 13.06 2.55 15.61 17 C 762 C 769 C 770 775.28
775.37 38.37 -1.70 1.70 0.00 18 C C C 772.89 773.18 36.18 -3.21 3.21 0.00 19 C 0 773 4.89 192.53 7.08 0 775 2.63 193.52 5.18 772.27 769.02 32.02 2.67 4.85 7.52 20 C 0 4.82 194.82 6.98
0 2.55 195.32 5.02 775.72 772.48 35.48 3.13 4.24 7.37 21 C C 769 C 770 771.27 776.53 39.53 -15.22 15.22 0.00 22 0 767 8.51 209.36 .6.03 0 773 4.88 192.87 7.06 0 775 2.64 193.39 5.20
791.24 756.77 19.77 13.30 2.73 16.03 23 C 762 C 769 O· 2.59 194.40 5.10 774.06 774.04 37.04 -3.29 5.88 2.59 24 C C 0 2.71 192.66 5.35 769.91 769.77 32.77 -2.74 5.46 2.71 25 C 0 773 5.01
189.84 7.25 O' 2.75 191.70 5.43 769.14 766.20 29.20 -0.30 8.07 7.76 26 C 0 5.10 189.33 7.38 0 2.86 188.72 5.63 764.72 765.81 28.81 -13.15 21.10 7.96 27 0 767 9.16 202.21 6.49 0 5.11
189.20 7.39 0-2.88 188.04 5.67 782.94S' 747.85 10.85 8.35 8.79 17.15 28 0 8.53 209.08 6.05 0 4.89 192.60 7.08 0 2.64 193.38 . 5.20 789.83 759.59 22.59 5.03 11.04 16.06 29 0 8.11 213.13
-5.75 '0 4.74 200.08 6.86 0 2.47 197.10 . 4.87 793.51 766.10 29.10 5.25 10.07 15.32 30 C 762 .' C 769 0 2.58 194.78 5.07 772.40 772.94 35.94 -6.10 8.67 2.58 31 C 0 773 4.97 190.68 7.19
0 2.71 192.82 5.33 767.83 765.03 28.03 -0.82 8.49 7.68 32 C 0 5.00 189.96 7.24 0 2.75 191.72 5.42 765.96 763.97 26.97 -4.86 12.61 7.75 33 0 767 8.59 208.57 6.09 0 4.90 192.30 7.09 0
2.65 193.12 5.22 787.55 757.65 20.65 4.80 11.34 16.14 34 0 8.05 213.61 5.71 0 4.72 200.75 6.83 0 2.45 197.62 4.82 792.47 . 763.89 26.89 8.67 6.55 15.22 35 C 762 C 769 e 770 774.26 775.12
38.12 -5.70 5.70 0.00 36 C 0 773 4.87 193.11 7.05 0 775 2.61 194.02 5.14 770.80 767.74 30.74 1.90 5.58 7.48 37 C 0 4.82 194.75 6.98 0 2.55 195.27 5.03 773.21 770.21 33.21 1.98 5.40 7.37
38 C 0 4.77 199.09 6.90 0 2.50 196.55 4.91 775.69 772.78 35.78 1.87 5.40 7.27 39 C C 769 C 770 774.51 775.19 38.19 -5.03 5.03 0.00 40 C 0 773 4.89 192.74 7.07 0 775 2.65 193.05 5.23
771.90 768.67 31.67 2.63 4.91 7.54 41 C 0 4.86 193.57 7.03 0 2.59 194.37 5.11 773.25 772.07 35.07 -6.98 14.43 7.45 42 C 0 5.00 190.09 7.23 () 2.75 191.90 5.41 766.92 763.01 26.01 5.19
2.55 7.75 43 C 0 4.86 193.55 7.03 0 2.59 194.36 5.11 773.45 769.76 32.76 4.66 2.79 7.45 44 C C 769 C 770 770.91 775.80 38.80 -14.65 14.61 0.00 45 0 767 8.57 208.71 6.08 0 773 4.90 192.24
7.10 0 775 2.67 192.74 5.25 789.87 756.83 19.83 10.38 5.76 16.14 46 C 762 0 4.86 193.44 7.04 (!) 2.60 194.28 5.12 773.31 􀀷􀁾􀁏􀀮􀀳􀀱 33.31 1.58 5.88 7.46 47 C 0 4.82 194.79 6.98 0 2.55
195.30 5.03 775.28 772.36 35.36 1.43 5.94 7.37 .. (+) Represents Elevated Storage Refill Rate (-) Represents Elevated Storage Flow into the Distribution System H:lProjects/Addisonl97180lEPS/3_5SUM.wk
4 (1 􀁾 Page 3
U:lN_Mt.M.UW\:i 􀁾􀀭􀀭 TOWN OF ADDISON CELESTIAL ROAD PUMP STATION EXHIBIT 2 SHIMEK. JACOBS & RNKLEA CONSULTING ENGINEERS Dallas, Texas 􀁾l&J 􀁾c..
SHIMEK, JACOBS & FINKLEA, L.L.P. CONSULTING ENGINEERS 8333 Douglas Avenue, #820 Dallas, Texas 75225-5816 Fax (214) 361-0204 Phone (214) 361-7900 ROSS L. JACOBS, P.E. RONALD V. CONWAY,
P.E. JOHN W. BIRKHOFF, P.E. JOE R. CARTER, P.E. GARY C. HENDRICKS, P.E. I. C. FINKLEA, P.E. Mr. James Pierce Jr., P.E., DEE Town of Addison Post Office Box 144 Addison, Texas 75001-0144
Re: Celestial Pump Station Improvements Pump Size Selection Dear Mr. Pierce: December 12, 1997 During the design phase ofthe Celestial Pump Station Improvements, various Cybernet Extend
Period Simulation water models were analyzed to. assist in the sizing ofpumps. The following combinations of pump sizes were modeled: • Scenario 1 • Scenario 2 • Scenario 3 I-Existing
9.5 mgd Pump, I-Proposed 3 mgd Pump and 1-Proposed 2 mgd Pump I-Existing 9.5 mgd Pump, I-Proposed 5 mgd Pump and 1-Proposed 3 mgd Pump I-Existing 9.5 mgd Pump and I-Proposed 5 mgd Pump
The results ofthe different pump combinations were summarized on the pump sizing data sheets discussed during our meeting on December 11, 1997. It is our understanding Addison has selected
a 5 mgd pump and a 3 mgd pump to be installed in the two available slots at Celestial Pump Station. We are moving forward on developing a revised system curve for the selected pumps
and the completion ofthe construction plans and specifications for this project. We are available to discuss the Celestial Pump Station Improvements further at your convenience. Sincerely,
C)v3 John W. Birkhoff, P.E. ' cc: Mr. Jeff Markiewicz J:\Addbon\97.ISOlLellers\CorreslPumpseI.Doc
Town of Addsion .) Celestial Pump Station Improvements Design Memo January 13, 1998 Page No. 5 B. Pump Control Valves The Celestial Pump Station Improvements include the addition of
a 5 mgd (million gallons per day) and a 3 mgd vertical turbine pump. In order for the pumps to operate properly, the correct Pump Control Valve (PCV) size must be selected to prevent
surges caused by the starting and stopping of the pumps. A key element to the design of a PCV is not to oversize the valve and nullify its ability prevent surges. In order to determine
the proper size ofthe PCV for a 5 mgd and 3 mgd pump, the pressure drop (Head Loss) across the valves at the desired flow rates must be calculated. With the discharge pipe out ofthe
proposed 5 mgd pump set at 14-inches and the 3 mgd pump set to 12-inches, various PCV sizes are possible (14-inch, 12-inch, 10inch or 8-inch Valves. The following tables and exhibits
summarize the calculation process used to size the PCV's. Table 3 -Pump Control Valve Sizing for a 5 mgd (3,500 gpm) Pump Valve Size V=Q/A Globe Valve Head Loss (HL) Pressure Drop Valve
Capacity (In) (fps) Pattern Minor HL=K(V2/2*32.2) Across Valve (psi) (mgd) Loss Coeff. (K) (ft) iliL*62.4 Ibs/ftll Exhibit 6 Exhibit 5 144 in2/ft2 Max. Cont. Flow 14 7.4 5.0 4.251 1.84
12.2 12 9.8 6.1 9.097 3.94 10.1 The results in Table 3 indicate that a lO-inch PCV will provide a maximum continuous flow of7.1 mgd with a pressure drop across the valve greater than
5 psi. The desired pressure drop across a PCV should be greater than 4.5 to 5 psi to prevent oversizing. The size ofthe PCV is verified by Exhibit 3 with a pressure drop of approximately
8 psi at 5.0 mgd (3,500 gpm). Exhibit 3 -Pump Control Valve Sizing for 5 MGD Pump (From CLA-VAL Catalog, Model 60-19) Flow Chart -Normal Flow (Based on flow through a wide open valve.)
.o.Agle Yal.e Si!es (Iftehes) lI Co eQe:::2 til 􀁾 a. n ,n 3 10 20 30 40 60 801 10 2 0 5Xl 1000 2000 5000 10, JOO 20, 00 J:\Addison\97-180ILettersICorres\Desn_Mem.Doc Flow Rate -GPM
(Water) 3,5"00
" . Town ofAddsioni Celestial Pump Station 􀁉􀁭􀁰􀁲􀁯􀁶􀁥􀁾􀁥􀁮􀁴􀁳 Design Memo January 13, 1998 Page No. 6 Table 4 -Pump Control Valve Sizing for a 3 mgd (2,100 gpm) Pump Valve Size
V=Q/A Globe Valve Head Loss (HL) Pressure Drop Valve Capacity (In) (fps) Pattern Minor HL=K(V2/2*32.2) Across Valve (psi) (mgd) Loss Coeff. (K) (ft) iliL*62.41bs/ftl} Exhibit 6 Exhibit
5 144 in2/ft2 Max. Cont. Flow 12 5.7 6.1 3.077 1.33 10.1 10 8.2 5.8 6.056 2.62 7.1 The results in Table 4 indicate that an 8-inch PCV will provide a maximum continuous flow rate of4.5
mgd and a pressure drop across the valve greater than 5 psi. The size ofthe PCV is verified in Exhibit 4 with a pressure drop of approximately 7.5 psi at 3.0 mgd (2,100 gpm). Exhibit
4 -Pump Control Valve Sizing for 3 MGD Pump (From CLA-VAL Catalog, Model 60-19) Flow Chart -Normal Flow (Based on flow through a wide open valve.) 100 80 60 iii 40 Q, I 30 eQ, 20 Ql!!
:::I 10 III g\ ,\ ..8 􀁾 6432 ,o.R{tle ',talae Sifes (lftehe3) ';' Globe Valve Sizes (Inches) 8/)O/?2 )¥)¥Jr/rll I 1/Ii 'J J II. //LI. ///1/, ! IV􀁾􀁾􀁉􀁊 1//r -rTf /1 'I II .11 I/)
l.--v III VI I 􀀯􀀬􀁾 VA􀁉􀁾􀁾􀁾􀁉􀁊 3 10 20 30 40 60 801 0 20 5\0 1000 2000 5000 10,boo 20, 00 Flow Rate -GPM (Water) J:\Addison\97-180ILetters\CorreslDesn_Mem.Doc
Town of Addsion Celestial Pump Station Improvements Design Memo January 13, 1998 Page No. 7 Exhibit 5 -Minor Loss Coefficient (K) -Globe Valve Pattern (CLA-VAL Catalog, Basic Model 100-03)
Functional Data Model 100-03 Inches 2y.. 3 4 6 8 10 12 14 16 Valve Size mm 65 80 100 150 200 250 300 350 400 Globe GaJI"lIn 85 115 200 460 770 1245 1725 2300 2940 Pattern LilresJSec
5.36 7.25 12.62 29.02 48.57 78.54 108.82 145.09 185.47 Cv Factor Angle GallMin 101 139 240 541 990 1575 2500 3060 4200 Pattern UtreslSec 6.37 8.77 15.14 34.13 62.45 99.36 157.71 193.04
264.95 Equivalent Globe Feel 44 74 102 163 240 304 393 363 448 length Pat1Brn Meters 13.41 22.55 31.09 49.68 73.15 92.65 119.78 110.64 136.54 01 Feel 31.8 52.7 74 123 154 197 194 213
226 Pipe Angla Meters 9.69 16.1 22.55 37.49 46.93 60.04 59.13 64.92 68.88 K Globa pattarn 4.6 6.0 5.8 5.7 6.1 5.8 6.1 5.0 5.2 Factor ' 91 P " R.Oz ---------Uquld Displaced USGaJ 0.043
0.08 0.169 0.531 1.26 2.51 4.0 6.5 9.57 lrom Diaphragm Chamber When ml 162.7 302.8 639.7 ------VaJveOpens L ---2.0 4.8 9.5 15.1 24.6 36.2 "Estimated Exhibit 6 -Maximum Continuous Flow
through Valve (From CLA-VAL Catalog, Model 60-19) 16500 16500 "1-=----! ---------1 􀀮􀁟􀁾􀀮 9230 •-----l-i--.....-_. 11000 I -_. '.-----t--i 13770 I . ..􀁟􀁾􀁟􀀮 '. Flanged 4100 6900
These Symbols. and" Indicate Available Sizes Size' --' 8' 􀁌􀀮􀀱􀁾􀀧 .----12' 14" 100-03 Suggested Max. Co End Details 􀁇􀁉􀁏􀁢􀁾􀀮􀁟􀁾􀀮 I'---t : =.3=:-: . .____ Angle.. 􀁾􀀮􀀮􀀮􀀭􀁌􀀭􀀭􀁟..
_ Suggested .. __􀁍􀁟􀁾􀀺 􀁾􀁟􀁮􀁴􀁟􀁩􀁮􀁵􀁟􀁯􀁟􀁵􀁳􀁟... 3100 . 4900 7000 8500 i Flow-GPM Max.lntennillent 3900 G.?O 􀁾􀁯􀀢􀀺 􀁾􀀰􀀳􀀴􀁏 􀁾􀀭􀀽􀀮=,􀁾􀀭􀁾􀀭 􀀮􀁾 . f.llobl:l .,_.. 􀁾􀀮􀀮􀀮
• . Angle ! Basic Valve Model' 60-19 i Basic Valve __ 􀀽􀁾 I 􀀱􀀰􀀰􀁾􀀲􀀮 ---_. Valve Selection -un... Refer to the 10Q-03 or the 100.22 Technical Data Sheet for complete basic valve
specifications and dimensions. Max. Continuous Flow based on 20fps (100-03), 25lps (100-22) Max. Intermittent Flow based on 25fps (100-03) J:\Addison\97-180ILettel1l\CorreslDesn_Mem.Doc
Town of Addsion . ) Celestial Pump Station Improvements Design Memo January 13, 1998 Page No. 8 C. Air and Vacuum Valve Air and Vacuum Valves prevent surges and water hammer by venting
entrapped air from the pump suction column to the atmosphere with each pump start-up and shut-down. Design of air and vacuum valves are related to the pump capacity at no head and the
following table. Table 5 -Air and Vacuum Valve Sizing (From APCO Valve Catalog -Bulletin 586) Pump Capacity Valve Size (gpm) (In) Up to 1,000 1/2 1,001 to 1,550 1 1,551 to 3,200 2 3,201
to 6,300 3 The flow rate at no head for the proposed 5 mgd pump is approximately 4,800 gpm. Table 5 shows that a 3-inch air and vacuum valve is necessary for a 4,800 gpm flow rate. The
flow rate at no head for the 3 mgd pump is approximately 2,850 gpm. Table 5 shows that a 2-inch air and vacuum valve is necessary for a 2,850 gpm flow rate. J:\Addison\97-180ILetlel1lIColTesIDesn_Mem
.Doc
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􀁣􀁴􀁊􀁣􀁟􀁾 . _-------------------._-------. 􀁾 .. 􀀮􀀮􀀮􀀬􀁾􀁾􀁾􀁟 -. 􀁾....4...􀁾􀀭􀀭􀀭􀁾􀀭 . ----􀀮􀀽􀁾.􀁾.-.----. 􀁾􀁾 􀁟􀁾􀁟􀁉􀀮􀁊􀁩􀁺􀀱􀀻􀁊􀀯􀁾􀀱􀀷􀀩􀀱􀁾􀁾 -.---. ((
􀁾􀁴􀀺􀁍􀀮􀁉􀁊􀁗􀀨􀀻 -.;Iw􀁾 18 ,I 16 , 14 PROP. PUMPS 2+4I 6 8 10 12 THOUSAND GALLONS PER MINUTE 4 j I'" r 'f : 1 i-; , , 2 . ,i ,! ',:1 ',! 1II ,li-r' ,I -, ' I,' I ,", ,I,! ! it!i
· 50 '," •_. _, .!. '. :I :;"; 1( 􀀬􀁾􀁟􀀮 T 1;'--!'.J.1__,[_·.1􀁾 ...·.·􀁾 , ' i"'" -,-,.,. 'T' j,,", "·'-..1---,I, I', l' '1 I : 1 1 i i"I" ;I . .,; Ii: I I ; : ,,! i"i I [-I I' ,"
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! I. i i t 'MILLION GALLONS PER 9AY , I 11112 13 14 15 16 17 18 I I I . I I I I I I I I PUMPS i , i I 1+2+4 ' :. : i APPROX. 17.15 MGD : i AT 190 FTOFHEAD /1;, ; ':,:-:i .,.:: ,(: i
ilii-:1 , I I I ' I I • ) 􀁾 􀁾 •• I ! 200 ,,' 'I· , i ! ' I I Ii , ", r i r 1 1 I • " '. 1 .! , , r-r ; , 'j I::;:j':" 􀁾 '.-1 -j • 1 , • r :. ' :_: I 150 ';! ;: o ' -':' L5 , .' '
--I : :c " 􀁾􀀧􀁬 :..PROP. _, PUMP 4 ' .PROP. 100I I ' : 􀁾􀀧 􀀡􀁾􀀬 3 􀁾􀁇􀁾􀀬 -,'-, 􀁐􀀵􀁕􀁾􀁇􀁄􀀲 , 1\' I I I \ i I TOWN OF ADDISON CELESTIAL ROAD PUMP STATION SHIMEK. JACOBS & FlNKLEA
CONSULTING ENGINEERS Dallas, Texas
------------------􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀁾􀀭􀀭􀁾􀀭􀁾􀁾􀀭􀀭􀀭􀁾 􀁾􀀭 --------􀀭􀁾􀁾􀀭􀀭􀁾􀁾􀀭􀀭􀁾 􀁟􀀳􀁾 􀁊􀁊􀀭􀀭􀁾􀁾􀁾􀀽 􀀭􀀭􀁾􀀭 .-.-.--.•􀀭􀀮􀁾􀁲􀁾 􀁾􀁾􀀭􀀭􀁾􀁾􀀭􀀭􀀭 -------.--.--------􀁾􀀽􀀭􀀭􀀽�
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􀂷􀀭􀁴􀂷􀂷􀂷􀀭􀀭􀁾􀀽􀀭􀀭 --'VJ;.J-:'.:--_o.<._,.,.-v---·--'·-r·----·l·--. --..----_:-------_.:-::-------------------.. 􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀁾􀀭􀀭􀀭􀀭􀀭􀀭􀀮􀀭􀀭􀀭􀀭􀀭􀀭
􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀁾􀀭􀀭􀀭 ---􀀭􀀭􀀭􀀭􀀭􀀭􀁾􀀭􀁟􀀮􀁟􀀭􀀭 ------------_._..._--------
􀁾􀀱􀀡􀁾􀀷􀀡􀀱􀀹􀀹􀀸 15:15 􀀲􀀱􀀴􀀭􀀳􀀶􀀱􀀭􀁾􀀲􀁾􀀴 .... ) SHIMEK,JACOBS&FINKLE PAGE 􀁾􀀱􀀡􀁾􀀲 SIDMEK, JACOBS & FINKLEA, L.L.P. CONSULTING ENGINEERS 3333 Douglas Avenue, #820 Dallas,
Texas 7522.5-.5816 FllX (214) 361-0204 Phone (214) 361-79QO FAX· TRANSMISSION COYER SHEET fax Nwnber: 972-450-2837 From: John W. BirkhofI, P.E. Number of Pages Transmitted (including
this one) To: Mr. Jim Pierce, P.E. Celestial Pump Station Date: January 7. 1998 Long enclosure for generator set 29 feet by 7 feet Short enclosure for generator set 24 feet by 7 feet
Height 10 feet Height 10 feet Separate Switch Box 6 feet by 6.5 feet Screening wall wiJI need to be approximately 13 feet tall Joe Kotrola infonned us that the long enclosure will cost
$10,000.00 more. The reaSOn is the added sound material to include the switch gear. Switch gear does not need sound enclosure. Cross section of generator set location
el/e6/1998 eS:29 214-361-e2e4 SHIMEK.JACOBS&FINKLE PAGE el/e3 SHIMEK, JACOBS & FINKLEA, L.L.P. CONSULTING ENGINEERS 8333 Douglas AVl':nue, #820 Dallas, Texas 75225·5816 Fax (214) 361-0204
Phone (214) 361-7900 FAX TRANSMISSION COYER SHEJT Fax Number: 972.450-2837 Number of Pages Transmitted (including this one) [}] To: Mr. Jim Pierce, P.E. From: John W. Birkhoff, P.E.
Date: January 6, 1998 Celestial Pump Station Emergency 􀁾􀁮􀁥􀁲􀁡􀁴􀁯􀁲 Set location for your review and comment.
01/06/1998 08:29 214-361-0204 .) SHlMEK,JACOBS&FINKLE PAGE 02/03 .. I //I ;' I ,-J /I /IyIu 4: ::I: 􀁾 I U i u<: .:. ":"'"
214-361-0204 SHIMEK,JACOBS&FINKLE PAGE 03/03 ,!/; , /.I i I .' 1-
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􀁾U'l ::r: H3: fTl A<-. 􀁾􀁾HZArfTl gfTl o I:PROJECTS\A!)OISON\9 7180\ sufM'Y\F'XHA-􀀼􀀻􀁈􀁾 nwr. 10 20 30 40 50 TOWN OF ADDISON, TEXAS CELESTIAL PUMP STATION JAN. 7.1998 SHIMEK. JACOBS
&: FlNKLEA. LL.P. lSI N"lSI N
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*************** 􀀭􀁃􀁏􀁾􀀱􀀮􀁊􀁏􀁕􀁒􀁎􀁁􀁌􀀭 ******************** DATE 01-06-1998 ****** TIME 04:31PM ** P.l MODE = TRANSMISSION START=01-06 04:30PM END=01-06 04:30PM NO. 001 COM SPEED
NO OK a STATION NAME/TELEPHONE NO. 92143610204 PAGES 001 -Addison Sue Ctr -Upstairs-***************************************C FAX-200 V2.17)*-972 450 2834-************
) \/SHIMEK, JACOBS & FINKLEA, L.L.P. CONSULTING ENGINEERS 8333 Douglas Avenue, #820 Dallas, Texas 75225-5816 Fax (214) 361-0204 Phone (214) 361-7900 ROSS L. JACOBS, P.E. RONALDV. CONWAY,
P.E. JOHN W. BIRKHOFF, P.E. JOE R. CARTER, P.E. GARY C. HENDRICKS, P.E. I. C. FINKLEA, P.E. Mr. James Pierce Jr., P.E., DEE Town of Addison Post Office Box 144 Addison, Texas 75001-0144
Re: Celestial Pump Station Improvements Pump Size Selection Dear Mr. Pierce: December 12, 1997 During the design phase of the Celestial Pump Station Improvements, various Cybernet Extend
Period Simulation water models were analyzed to assist in the sizing of pumps. The following combinations of pump sizes were modeled: • Scenario 1 • Scenario 2 • Scenario 3 I-Existing
9.5 mgd Pump, I-Proposed 3 mgd Pump and 1-Proposed 2 mgd Pump 1-Existing 9.5 mgd Pump, I-Proposed 5 mgd Pump and 1-Proposed 3 mgd Pump I-Existing 9.5 mgd Pump and I-Proposed 5 mgd Pump
The results of the different pump combinations were summarized on the pump sizing data sheets sheets discussed during our meeting on December 11, 1997. It is our understanding Addison
has selected a 5 mgd pump and a 3 mgd pump to be installed in the two available slots at Celestial Pump Station. We are moving forward on developing a revised system curve for the selected
pumps and the completion of the construction plans and specifications for this project. We are available to discuss the Celestial Pump Station Improvements further at your convenience.
􀁾􀁾􀁴􀀳􀁤􀁩􀀱􀁽 􀁾􀁃􀀺􀀭􀁂􀁩􀁲􀁫􀁨􀁯􀁦􀁦􀀬 P.E. cc: Mr. Jeff Markiewicz J:lAddison\97-180ILette,,\CorreslPumpsel.Doc
) TOWN OF ADDISON CELESTIAL PUMP STATION IMPROVEMENTS EXTENDED PERIOD SIMULATION (EPS) -PUMP SIZING WORK SHEET ADDING 1 -5 MGD PUMP EXTENDED PERIOD SIMULAnON -SUMMER DEMAND SCENARIO
Job No.: Date: 97180 12/04/97 I Existine: Pump 1 -9.75 MGD Proposed Pump 2 -5.00 MGD Proposed Pump 4 -No Pump Hydraulic Elevated Storae:e TOTAL Hour Status Next Switch Pump Pump Head
Discharge Status Next Switch Pump Pump Head Discharge Status Next Switch Pump Pump Head Discharge Grade at Elevated Storage ! Elevated Storage *Elevated Storage Net Demand PUMPAGE (O/C)
Grade (ft) Flowrate (mild (ft) Velocity (Cos) (O/C) Grade (ft) Flowrate (mild im Velocity (fps) (O/C) Grade (ft) Flowrate (mild (ft) Velocity (Cos) PumoStation WaterElevation I Tank
Deoth Flow (mild) (mild) (MGm 0 C 762 I C 770 775.03 776.00 I 39.00 -6.06 6.06 0.00 1 C I 0 775 4.99 . 190.17 7.22 769.30 768.14 I 31.14 -1.56 6.55 4.99 2 C I I 0 5.06 189.03 7.32 766.55
766.10 I 29.10 -5.37 10.43 5.06 3 0 767 8.99 204.23 6.37 0 5.05 189.21 7.30 785.99 759.14 I 22.14 -2.27 16.80 14.04 4 0 9.00 204.11 6.38 0 5.05 189.15 7.31 784.79 755.56 18.56 5.74 8.31
14.05 5 0 8.57 208.75 6.08 0 4.90 192.28 7.09 789.48 763.00 I 26.00 3.22 10.25 13.47 6 C 762 0 4.97 190.52 7.20 768.10 767.18 30.18 -2.97 7.94 4.97 7 C 0 5.06 188.99 7.33 764.44 763.33
26.33 -2.15 7.22 5.06 8 0 767 8.60 208.43 3.10 0 4.91 191.98 7.11 789.16 760.52 23.52 8.54 4.97 13.51 I 9 C 762 0 4.91 191.98 7.11 771.03 771.61 34.61 -8.61 13.52 4.91 10 0 767 8.71
207.31 6.17 0 4.95 191.05 7.16 787.36 760.43 23.43 2.92 10.73 13.66 II 0 8.33 211.09 5.91 0 4.82 194.88 6.97 791.09 764.24 27.24 7.81 5.34 13.15 12 C 762 0 4.79 198.57 6.93 775.59 774.37
37.37 -0.19 4.97 4.79 13 C 0 4.80 197.97 6.95 775.34 774.12 37.12 -0.41 5.22 4.80 14 C 0 4.91 192.14 7.10 771.08 773.59 36.59 -13.71 18.62 4.91 15 0 767 8.98 204.25 6.37 0 5.05 189.22
7.30 783.36 755.80 18.80 -0.40 14.43 14.03 16 0 8.72 207.13 6.19 0 4.96 190.92 7.17 785.86 755.28 18.28 11.13 2.55 13.68 17 C 762 0 4.87 193.29 7.04 771.46 769.73 32.73 3.17 1.70 4.87
18 C 0 4.80 198.21 6.94 775.25 773.84 I 36.84 1.58 3.21 4.80 19 C C 770 • 775.25 775.88 I 38.88 -4.58 4.85 0.00 20 C 0 775 4.93 191.52 7.14 770.98 769.60 32.60 0.69 4.24 4.93 21 C 0
4.98 190.50 7.20 769.40 770.48 33.48 -10.25 15.22 4.98 22 0 767 8.75 206.78 6.21 0 4.97 190.67 7.19 787.99 757.48 I 20.18 10.99 2.73 13.72 23 C 762 0 4.90 192.43 7.09 772.65 771.45 34.45
-0.99 5.88 4.90 24 C 0 4.93 191.16 7.14 771.45 770.17 I 33.17 -0.52 5.46 4.93 25 C' I 0 4.97 190.68 7.19 770.40 769.50 32.50 -3.10 8.07· 4.97 26 C I 0 5.16 188.37 7.47 761.66 765.47
28.47 -15.94 I 21.10 5.16 27 0 767 9.85 193.64 6.99 0 5.34 183.55 7.73 772.98 740.70 II 3.70 6.40 i 8.79 15.19 28 0 9.16 I 202.21 6.49 0 5.11 189.20 7.39 782.21 753.08 16.08 3.23 I 11.04
14.27 29 0 8.86 205.63 6.10 0 5.00 189.91 7.24 785.32 757.27 20.27 3.80 10.07 13.86 30 0 8.52 209.28 6.04 0 4.88 192.77 7.07 788.83 762.20 I 25.20 4.73 I 8.67 13.40 31 C 762 0 4.92 191.68
7.13 769.14 768.35 I 31.35 -3.57 I 8.49 4.92 32 C 0 5.05 189.12 7.31 763.57 763.72 i 26.72 -7.56 I 12.62 5.05 33 0 0 767 9.02 203.82 6.30 0 5.06 189.03 7.32 782.19 753.91 I 16.91 2.74
I 11.34 14.08 34 0 8.67 I 207.65 6.15 0 4.94 191.32 7.15 785.86 757.46 20.46 7.06 6.55 13.61 35 0 8.11 213.12 5.75 0 4.74 200.03 6.86 791.74 766.62 I 29.62 7.15 I 5.70 12.85 36 C 762
C 770 775.08 775.91 28.91 -5.58 I 5.58 0.00 37 C 0 775 4.90 192.38 7.09 769.93 768.68 I 31.68 -0.50 5.40 4.90 38 C 0 4.92 191.73 7.12 769.29 768.03 31.03 -0.47 5.40 4.92 39 C 0 4.95
191.14 7.16 768.72 767.41 30.41 -0.09 5.03 4.95 40 C 0 4.96 190.84 7.18 768.63 767.29 30.29 0.05 4.91 4.96 41 C I 0 5.02 189.72 7.26 766.52 767.36 30.36 -9.42 14.43 5.02 42 0 767 8.80
206.25 6.24 0 4:98 190.30 7.21 786.34 755.14 18.14 11.24 2.55 13.78 43 C 762 0 4.90 192.21 7.10 771.29 769.73 32.73 2.11 2.79 4.90 44 C 0 4.91 192.08 7.10 771.57 772.47 35.47 -9.71 14.61
4.91 45 0 767 8:66 207.79 6.14 0 4.93 191.43 7.14 788.33 759.87 22.87 7.83 5.76 13.59 46 C 762 0 4.91 192.13 7.10 771.25 770.04 33.04 0.97 5.88 4.91 47 C 0 4.94 191.18 7.16 770.01 768.79
31.79 -1.00 5.94 4.94 * (+) Represents Elevated Storage Refill Rate (-) Represents Elevated Storage Flow into the Distribution System H:/ProjectslAddison/97180IEPS/5SUM.wk4
TOWN OF ADDISON CELESTIAL PUMP STATION IMPROVEMENTS EXTENDED PERIOD SIMULATION (EPS) -PUMP SIZING WORK SHEET ADDING 1 -5 MGD PUMP EXTENDED PERIOD SIMULATION -WINTER DEMAND SCENARIO Job
No.: Date: 97180 12/04/97 Existinl! Pump 1-9.75 MGD Proposed Pump 2 -5.00 MGD Proposed Pump 4 -No Pumn Hydraulic Elevated Storal!e TOTAL Hour Status Next Switch Pump Pump Head Discharge
Status Next Switch Pump Pump Head Discharge Status Next Switch Pump Pump Head Discharge Grade at Elevated Storage Elevated Storage *Elevated Storage Net Demand PUMPAGE I (O/C) Grade
(ft) Flowrate (mgd (ft) Velocity ([ps) (O/C) Grade (ft) Flowrate (mgd (ft) Velocity (ibs) (O/C) Grade'(ft) Flowrate (mgd (ft) Velocity (fus) PumoStation Water Elevation Tank Deoth Flow
(ml!:d) (ml!:d) (MGm 0 C 762 C 770 775.32 776.00 39.00 -5.01 5.01 0.00 I C 0 775 4.94 191.23 7.15 770.83 769.51 32.51 ,0.93 4.01 4.94 2 C 0 4.92 191.84 7.12 771.77 770.71 I 33.71 -1.50
6.42 4.92 3 C 0 4.97 190.69 7.19 769.36 768.78 31.78 -4.26 9.22 4.97 4 C 0 5.06 188.96 7.33 765.54 763.25 26.25 -0.05 5.11 5.06 5 C 0 5.27 185.86 7.62 764.46 763.18 26.18 -1.05 6.31
5.27 6 0 767 8.69 193.53 7.43 0 4.86 193.45 7.04 772.86 761.82 24.82 8.64 4.91 13.55 7 C 762 0 4.79 198.23 6.94 774.25 773.04 36.04 0.33 4.46 4.79 8 C 0 4.80 198.16 6.94 774.84 773.47
36.47 1.74 3.06 4.80 9 C C 770 773.98 775.72 38.72 -8.32 8.32 0.00 10 C 0 775 5.00 190.01 7.24 766.02 764.95 27.95 -1.62 6.62 5.00 11 C 0 5.03 189.46 7.28 764.30 762.83 25.83 1.77 3.26
5.03 12 C 0 4.98 190.43 7.21 766.63 765.15 28.15 1.92 3.06 4.98 13 C 0 4.92 191.71 7.13 769.05 767.63 30.63 1.72 3.21 4.92 14 C 0 4.89 192.59 7.08 770.44 769.86 32.86 -4.13 9.02 4.89
15 C 0 5.00 190.01 7.24 765.18 764.51 27.51 -3.87 8.87 5.00 16 0 767 8.61 194.87 6.10 0 4.82 194.82 6.98 772.17 759.47 22.47 11.87 1.55 13.43 17 C 762 C 770 774.83 774.87 37.87 -1.05
1.05 0.00 18 C C 773.39 773.52 36.52 -2.00 2.00 0.00 19 C C 770.64 77091 33.91 -3.01 3.01 0.00 20 C 0 775 4.93 191.44 7.14 768.53 767.01 30.01 2.33 2.61 4.93 21 C 0 4.88 192.77 7.07
770.61 770.03 33.03 -4.14 9.02 4.88 22 C 0 5.03 189.54 7.27 766.44 764.67 27.67 3.23 1.70 5.03 23 C 0 4.88 192.78 7.07 770.33 768.98 31.98 1.28 3.61 4.88 24 C 0 4.85 193.97 7.01 771.98
770.63 33.63 1.49 3.36 4.85 25 C 0 4.80 197.91 6.95 773.72 772.56 35.56 I -0.16 4.96 4.80 26 C 0 4.82 194.85 6.97 772.89 772.36 35.36 -4.20 9.02 4.82 27 C 0 4.92 191.79 7.12 768.07 766.90
29.90 -0.49 5.41 4.92 28 C 0 4.93 191.44 7.14 767.27 766.25 29.25 -1.83 6.77 4.93 29 C 0 5.04 189.33 7.29 765.05 763.89 26.89 -1.13 6.16 5.04 I 30 C I 0 5.09 189.35 7.37 763.70 762.42
25.42 -0.27 5.36 5.09 I 31 C 0 5.01 189.87 7.25 763.32 762.07 25.07 -0.21 5.21 5.01 32 0 767 8.57 195.43 6.08 0 4.82 194.79 6.98 771.32 761.80 I 24.80 I 5.63 7.77 13.39 33 C 762 0 4.81
195.27 6.96 770.03 769.12 I 32.12 -2.16 6.97 4.81 II 34 C 0 4.87 193.09 7.05 767.59 766.30 29.30 0.86 4.01 4.87 35 C 0 4.85 193.97 7.01 768.75 767.43 30.43 I 1.34 3.51 4.85 36 C 0 4.80
197.89 6.95 770.49 769.17 32.17 I 1.35 3.46 4.80 37 C 0 4.76 199.32 6.89 772.21 770.90 33.90 I 1.46 3.31 4.76 38 C 0 4.72 200.79 6.83 774.09 772.81 35.81 1.41 3.31 4.72 39 C 0 4.68 202.14
6.77 775.91 774.62 37.62 1.62 3.06 4.68 40 C C 770 776.47 776.73 39.73 -3.01 3.01 0.00 41 C C 770.87 772.83 35.83 -8.87 8.87 0.00 42 0, 767 8.39 198.36 5.95 0 775 4.78 198.65 6.92 773.53
761.30 24.30 11.62 1.55 13.17 43 C 762 C 770 776.30 776.39 39.39 -1.70 1.70 0.00 44 C C. 772.18 774.18 37.18 -8.97 8.97 0.00 45 C 0 775 4.96 190.81 7.18 763.93 762.54 25.54 I 1.40 3.56
4.96 46 C 0 4.92 191.84 7.12 765.72 764.37 27.37 1.31 3.61 4.92 47 C 0 4.88 192.95 7.06 767.43 766.05 29.05 I 1.57 3.31 4.88 * (+) Represents Elevated Storage Refill Rate (-) Represents
Elevated Storage Flow into the Distribution System H:/ProjectslAddisonl97180IEPSI5W1N.wk4
) TOWN OF ADDISON CELESTIAL PUMP STAnON IMPROVEMENTS EXTENDED PERIOD SIMULAnON (EPS) -PUMP SIZING WORKSHEET EXTENDED PERIOD SIMULAnON -SUMMER DEMAND SCENARIO . ) Job No.: Date: 97180
10/28/97 !I Existioe: Pump 1-9.75 MGD I Proposed Pump 2 -3.00 MGD I Proposed Pump 4 -2.00 MGD Hydraulic Elevated Storae:e TOTAL I Hour Status Next Switch Pump Pump Head Discharge. Status
Next Switch Pump Pump Head Discharge Status Next Switch Pump Pump Head Discharge Grade at Elevated Storage Elevated Storage *Elevated Storage Net Demand PUMPAGE (O/C) Grade (ft) Flowrate
(mgd (ft) . Velocity (fps) (O/C) Grade (ft) Flowrate (mgd (ft) Velocity (Cos) (O/C) Grade (ft) Flowrate (mgd im Velocity (ins) PumpStation Water Elevation Tank Depth Flow (mgd) . (mgd)
(MGD) I I 0 C 766 0.00 0 772 2.88 187.76 5.68 0 775 1.88 186.82 5.34 772.06 771.00 34.00 1.30 6.06 4.76 II 1 C 0.00 0 2.94 185.80 5.79 0 1.92 184.84 5.45 770.38 769.33 32.33 1.69 6.55
4.86 I 2 C 9.04 187.77 6.41 0 3.03 182.08 5.96 0 1.98 181.81 5.63 767.51 767.13 30.13 5.42 10.43 10.43 14.05 3 0 771 9.05 187.62 6.42 0 3.01 183.29 5.94 0 1.98 181.94 5.62 768.58 760.09
23.09 2.76 16.80 14.04 4 0 8.69 193.50 6.16 0 3.02 183.14 5.94 0 1.98 181.87 5.62 767.36 756.51 19.51 -5.74 8.31 13.69 II 5 0 8.43 197.70 5.98 0 2.84 189.03 5.60 0 1.85 188.46 5.24 773.11
763.97 26.97 -3.13 10.25 13.12 6 0 0.00 0 2.62 192.98 5.17 0 1.75 192.15 4.97 777.03 768.03 31.03 -4.86 7.94 4.37 I 7 C 766 0.00 C 768 0 1.79 190.28 5.09 773.81 774.33 37.33 5.42 7.22
1.79 8 C 0.00 0 772 2.94 185.71 5.80 0 1.92 187.74 5.46 768.54 767.30 30.30 0.10 4.97 4.86 9 C 0.00 0 3.01 183.56 5.92 0 1.97 182.58 5.58 766.64 767.16 30.16 8.55 13.52 4.98 10 0 771
9.08 187.17 6.44 0 3.09 182.68 5.97 0 1.99 181.48 5.65 766.17 756.07 19.07 -3.37 10.73 14.16 11 0 8.74 192.77 6.20 0 2.86 188.31 5.64 0 1.88 187.11 5.54 771.59 760.43 23.43 -8.14 5.34
13.48. 12 C 766 0.00 0 2.82 189.64 5.56 0 1.84 188.73 5.22 772.12 771.00 34.00 0.31 4.97 4.66 13 C 0.00 0 2.85 188.80 5.61 0 1.86 187.87 5.27 771.72 770.60 33.60 0.51 5.22 4.71 14 C
0.00 0 2.98 184.38 5.87 0 1.95 183.40 5.54 767.24 769.94 32.94 13.68 18.62 4.93 15 0 771 9.28 183.71 6.15 0 3.12 179.14 6.15 0 2.06 177.85 5.85 761.83 752.10 15.10 0.03 14.43 14.46 16
0 9.02 188.07 6.40 0 3.00 183.60 5.92 0 1.97 182.33 5.60 765.76 752.14 15.14 -11.45 2.55 13.99 I 17 0 8.27 200.04 5.87 0 2.75 191.73 5.41 0 1.67 195.70 4.75 778.78 767.09 30.09 -10.99
1.70 12.69 I. 18 C 766 0.00 C 768 C 773 766.02 776.32 39.32 3.21 3.21 0 19 C 0.00 C 0 775 1.86 188.03 5.26 772.08 772.15 35.15 3.00 4.85 1.86 20 C 0.00 C 0 1.95 183.75 5.52 768.03 768.27
31.27 2.30 4.24 1.95 21 0 771 8.74 . 192.67 6.20 0 772 2.87 188.26 5.64 0 I 1.88 187.06 5.32 773.41 765.28 28.28 1.74 15.22 ·13.49 22 0 8.60 194.94 6.10 0 2.79 190.53 5.50 0 1.83 189.39
5.18 775.08 763.03 26.03 -10.49 2.73 13.22 23 C 766 0.00 C 768 C 773 775.73 776.64 39.64 5.88 5.88 0 24 C 0.00 C 0 775 I 1.94 183.76 5.52 768.89 769.02 32.02 3.51 5.46 1.94 25 0 771
8.72 193.04 6.18 0 772 . 2.86 188.55 5.63 0 1.87 187.39 5.50 774.42 764.46 27.46 -5.38 8.07 13.45 26 C 766 0.00 0 3.01 183.29 5.93 0 . I 1.97 182.30 5.60 767.37 771.43 34.43 16.12 21.10
4.98 27 0 771 9.36 182.47 6.63 0 3.15 177.86 6.21 0 i 2.09 176.58 5.92 761.76 750.17 13.17 -5.80 8.79 14.6 28 0 8.99 188.68 6.37 0 2.99 184.21 5.88 0 I 1.96 182.88 5.57 767.81 758.04
21.04 -2.90 11.04 13.94 29 0 8.75 192.49 6.21 0 2.87 188.03 5.66 0 1.88 186.82 5.34 777.19 761.80 24.80 -3.44 10.07 13.5 30 0 8.48 196.89 6.02 0 2.72 192.44 5.36 0 1.77 191.29 5.02 775.28
766.28 29.27 -4.30 8.67 12.97 31 C 766 0.00 0 2.78 190.72 5.48 0 I 1.82 189.84 5.15 772.42 771.86 34.86 3.89 8.49 4.6 32 C 0.00 0 2.96 185.07 5.84 0 I 1.94 184.10 5.91 766.52 766.81
29.81 7.71 12.61 4.9 33 0 771 8.97 188.98 6.36 0 2.98 184.52 5.87 0 1.96 183.20 5.55 766.43 756.80 19.80 -2.56 11.34 13.91 34 0 8.70 193.46 6.17 0 2.84 188.99 5.60 0 1.85 188.41 5.24
770.59 760.13 23.10 -6.84 6.55 13.39 35 0 8.23 200.90 5.84 0 2.50 196.15 4.92 0 1.68 195.45 4.76 778.24 769.01 32.01 -6.71 5.70 12.41 36 C 766 0.00 C 768 C 773 775.56 776.39 39.39 5.58
5.58 0 37 C 0.00 C 0 775 1.88 186.88 5.33 769.02 769.16 32.16 3.52 5.40 1.88 38 0 771 8.51 196.44 6.03 0 772 2.74 192.03 5.39 0 1.78 190.86 5.05 774.97 764.60 27.60 -7.63 5.40 13.03
39 C 766 0.00 C 768 0 1.77 191.36 5.02 774.37 774.48 37.88 3.26 5.03 1.77 40 C 0.00 C 0 1.88 186.78 5.34 770.19 770.25 33.25 3.03 4.91 1.88 41 0 8.61 194.75 6.11 0 772 2.80 190.35 5.51
0 1.83 189.20 5.19 774.29 766.31 29.30 1.19 14.43 13.24 42 0 8.46 197.28 6.00 0 2.64 192.56 5.20 0 1.76 191.72 5.00 776.29 764.79 27.79 -10.31 2.55 12.86 43 C 766 0.00 C 768 C 773 776.48
776.71 39.71 2.79 2.79 0 44 C 0.00 C 0 775 1.91 185.64 5.41 769.79 773.09 36.09 12.71 14.61 1.91 45 0 771 8:98 188.83 6.37 0 772 2.98 184.37 5.88 0 1.96 183.12 5.55 768.32 756.59 19.59
-8.16 13.92 13.92 46 0 8.46 197.28 6.00 0 2.64 192.56 5.20 0 1.76 191.71 5.00 777.06 767.18 30.18 -6.98 5.88 12.86 47 C 766 0.00 C 768 C 773 775.30 776.23 39.23 5.94 5.94 0 * (-) Represents
Elevated Storage Refill Rate (+) Represents Elevated Storage Flow into the Distribution System H:/ProjectsiAddison/97180IEPSI2_3SUM.wk4
TOWN OF ADDISON CELESTIAL PUMP STATION IMPROVEMENTS EXTENDED PERIOD SIMULATION (EPS) -PUMP SIZING WORKSHEET EXTENDED PERIOD SIMULATION -WINTER DEMAND SCENARIO ) Job No.: Date: 97180
11122/97 ExistiOl!: Pump 1 -9.75 MGD Proposed Pump 2 -3.00 MGD Proposed Pump 4 -2.00 MGD Hydraulic Elevated Storal!:e TOTAL Hour Status Next Switch Pump Pump Head Discharge Status Next
Switch Pump Pump Head Discharge Status Next Switch Pump Pump Head Discharge Grade at Elevated Storage Elevated Storage *Elevated Storage Net Demand PUMPAGE (O/C) Grade (ft) Flowrate
Cml!:d (ft) Velocity (fos) (O/C) Grade (ft) Flowrate (mgd (ft) Velocity (fos) (O/C)· Grade (ft) Flowrate Cml!:d (ft) Velocity (fos) PumoStation Water Elevation Tank Deoth Flow (mgd)
(mgd) . CMGDl 0 C 757 C, 767 C 769 775.32 776.00 39.00 -5.01 5.01 0.00 1 C C C 769.05 769.51 32.51 -4.01 4.01 0.00 2 C 0 772 2.83 189.48 5.58 0 775 1.94 189.72 3.82 765.30 764.31 27.31
-1.64 6.42 4.77 3 C 0 2.89 187.66 5.69 0 1.98 187.02 3.90 762.70 762.16 25.16 -4.35 9.22 4.87 4 0/767 9.04 9.04 187.82 6.41 0 2.76 191.52 5.44 0 I 1.89 192.51 3.73 767.77 756.50 19.50
8.58 5.11 13.69 5 C 757 0 2.71 192.71 5.34 0 1.85 194.69 3.65 768.54 767.64 30.64 -1.75 6.31 4.56 6 C 0 2.76 191.61 5.43 0 1.88 192.94 3.71 766.48 765.38 28.38 -0.27 4.91 4.64 7 C 0
2.76 191.50 5.44 0 1.89 192.77 3.72 766.18 765.03 28.03 0.19 4.46 4.65 8 C 0 2.75 191.79 5.42 0 1.88 193.22 3.70 766.56 765.27 28.27 1.57 3.06 4.63 9 C 0 2.72 192.60 5.61 0 1.86 194.48
3.65 767.86 767.30 30.30 -3.75 8.32 4.58 10 C 0 2.82 189.89 5.55 0 1.93 190.34 3.80 763.39 762.44 25.44 -1.87 6.62 4.75 11 C 0 2.86 188.55 5.64 0 1.96 188.33 3.86 761.38 760.01 23.01
1.56 3.26 4.82 12 C 0 2.81 190.07 6.01 0 1.92 190.62 3.79 763.39 762.04 25.04 1.68 3.06 4.73 13 C 0 2.76 191.52 5.44 0 1.89 192.82 3.71 765.51 764.24 27.24 1.44 3.21 4.65 14 C 0 2.73
192.19 5.39 0 1.87 193.84 3.68 766.52 766.09 29.09 -4.42 9.02 4.60 15 C 0 2.86 188.54 5.64 0 1.96 188.37 3.86 760.95 760.35 23.25 -4.05 8.87 4.82 16 o ., 767 8.90 190.16 6.31 0 2.69
192.21 5.30 0 1.84 195.24 3.63 3.63 767.53 755.11 18.11 11.87 1.55 13.43 17 C 757 0 2.56 195.09 5.04 0 1.75 199.36 3.44 771.94 770.51 33.51 3.24 1.05 4.31 18 C C 767 0 1.69 201.04 3.34
774.89 774.73 37.73 -0.31 2.00 1.69 19 C C 0 1.71 200.60 3.37 774.43 774.33 37.33 I -1.30 3.01 1.71 20 C C 0 1.74 199.43 3.43 772.80 772.66 35.66 -0.86 2.61 1.74 21 C C 0 1.79 197.65
3.52 770.51 771.53 34.53 -7.23 ·9.02 1.79 22 C 0 772 2.80 190.35 5.52 0 1.91 191.53 3.76 763.70 762.14 25.14 i 3.01 1.70 4.71 23 C 0 I 2.71 192.85 5.33 0 1.85 194.88 3.64 767.21 766.04
29.04 0.95 3.61 4.56 24 C 0 2.68 192.55 5.27 0 1.83 195.97 3.60 768.45 767.28 30.28 1.14 3.36 4.51 25 C 0 2.64 193.29 .5.20 0 I 1.80 197.06 3.55 769.76 768.77 31.77 ! -0.52 4.96 4.44
26 C 0 2.67 192.64 5.26 0 1.82 196.11 3.59 768.46 768.09 31.09 i -4.53 . 9.02 4.49 27 C 0 2.79 190.72 5.50 0 1.91 191.59 3.76 763.29 762.21 25.21 "0.71 5.41 4.70 28 C 0 2.81 190.08 5.54
0 1.92 190.62 3.79 762.20 761.27 24.27 I -2.03 6.77 4.73 29 C 0 2.87 188.40 5.65 0 1.96 188.12 3.86 759.73 758.65 21.65 I -1.33 6.16 4.83 30 0-/767 8.85 190.97 0 2.68 192.55 5.27 0 1.83
195.74 3.61 767.48 756.91 19.91 I 7.99 5.36 13.36 31 C 757 0 2.63 193.62 5.24 0 1.79 197.53 3.53 768.24 767.29 30.29 ! -0.79 5.21 4.42 32 C 0 2.66 192.94 5.24 0 1.81 196.56 3.57 766.85
766.25 29.25 I -3.30 7.77 4.47 33 C 0 2.75 191.76 5.42 0 1.88 193.20 3.70 762.81 761.97 24.97 -2.34 6.97 4.63 34 C 0 2.81 190.18 5.99 0 I 1.92 190.77 3.78 760.19 758.95 21.95 0.72 4.01
4.73 35 C 0 2.79 190.89 5.49 0 1.90 191.84 3.75 761.14 759.88 22.88 1.88 3.51 4.69 36 C 0 2.75 191.88 5.41 0 I 1.88 193.37 3.70 762.64 761.40 24.40 1.17 3.46 4.63 37 C 0 2.71 192.79
5.34 0 1.85 194.79 3.64 764.14 762.93 25.93 1.25 3.31 4.56 38 C 0 2.67 192.69 5.26 0 1.82 196.18 3.59 765.73 764.56 27.56 i 1.18 3.31 4.49 39 C 0 2.63 193.53 5.18 0 1.79 197.39 3.53
767.24 766.07 29.07 1.37 3.06 4.42 40 C 0 2.59 194.51 5.10 0 1.76 198.66 3.47 768.99 767.86 30.86 1.34 3.01 4.35 41 C 0 2.56 195.04 5.05 0 1.75 199.29 3.44 769.91 769.61 32.61 -4.56
8.87 4.31 42 C 0 2.68 192.49 5.44 0 1.83 195.88 3.60 3.60 765.08 763.69 26.69 2.95 1.55 4.51 43 C 0 2.59 194.52 5.09 0 1.76 198.69 3.47 768.84 767.52 30.52 2.65 1.70 4.35 44 C 0 2.53
195.84 4.98 0 1.72 200.16 2.25 771.18 770.94 33.94 -4.72 8.97 4.25 45 C 0 2.65 193.05 5.23 0 1.81 196.72 3.56 765.95 764.84 27.84 0.90 3.56 4.46 46 C 0 2.62 193.70 5.23 0 1.79 197.61
3.52 767.08 765.99 28.99 0.80 3.61 4.41 47 C 0 2.60 194.30 5.12 0 1.77 198.40 3.49 768.14 767.04 30.04 1.06 3.31 4.37 * (+) Represents Elevated Storage Refill Rate (-) Represents Elevated
Storage Flow into the Distribution System {L.,..Y\.) , \"v-5 H:/ProjectslAddison/97180IEPSI2_3WIN.wk4
) TOWN OF ADDISON CELESTIAL PUMP STATION IMPROVEMENTS EXTENDED PERIOD SIMULATION (EPS) -PUMP SIZING WORKSHEET ,\.) EXTENDED PERIOD SIMULAnON -SUMMER DEMAND SCENARIO ) Job No.: Date:
97180 11122/97 Existine: Pump 1-9.75 MGD Proposed Pump 2 -5.00 MGD Proposed Pump 4 -3.00 MGD Hydraulic Elevated Storae:e TOTAL Hour Status Next Switch Pump Pump Head Discharge Status
Next Switch Pump Pump Head Discharge Status Next Switch Pump Pump Head Discharge Grade at Elevated Storage Elevated Storage *Elevated Storage Net Demand PUMPAGE (OIC) Grade (ft) Flowrate
(mgd (ft) Velocity ([os) (O/C) Grade (ft) Flowrate (mgd' -(ft) -Velocity (ros) (OIC) Grade (ft) Flowrate (mgd (ft) Velocity (fos) PumoStation Water Elevation Tank Deoth Flow (mgd) (mgd)
(MG») 0 C 762 C 769 C 770 775.03 776.00 39.00 -6.06 6.60 0.00 1 C 0 773 4.95 191.04 7.17 0 775 2.70 192.08 5.31 771.20 768.14 31.14 1.10 6.55 7.65 2 C 0 4.93 191.43 7.14 0 2.68 192.48
5.28 772.00 769.56 I 32.56 -2.82 10.43 7.61 3 C 0 5.05 189.17 7.31 0 2.81 190.28 5.53 766.62 765.89 28.89 -8.94 16.80 7.86 4 0 I 767 8.81 206.15 6.25 0 4.99 190.24 7.22 0 2.75 191.90
5.41 787.47 754.30 17.30 8.24 8.31 16.55 5 0 8.23 212.04 5.84 0 4.78 198.67 6.92 0 2.52 196.07 4.96 793.33 765.01 28.01 5.28 10.25 15.53 6 C 762 0 4.82 194.71 6.98 0 2.55 195.24 5.03
774.49 771.84 34.84 -0.57 7.94 7.37 7 C 0 4.84 194.20 7.00 0 2.57 194.86 5.06 773.88 771.10 34.10 0.19 7.22 7.41 8 C 0 4.83 194.54 6.99 0 2.56 195.12 5.04 774.45 771.35 34.35 2.42 4.97
7.39 9 C C 769 0 2.61 193.90 5.15 772.26 774.49 37.49 -10.91 13.52 2.61 10 0 767 8.47 209.76 6.00 0 773 5.07 188.85 7.34 0 2.61 193.97 5.14 790.42 760.33 23.33 5.42 10.73 16.15 11 C
762 0 4.91 192.19 7.10 0 2.65 193.21 5.21 770.54 767.37 30.37 2.21 5.34 7.56 12 C 0 4.85 193.97 7.01 0 2.58 194.69 5.08 773.37 770.24 33.24 2.45 4.97 7.43 13 C C 769 0 2.58 194.76 5.07
773.55 773.43 36.43 -2.64 5.22 2.58 14 C 0 773 4.95 191.12 7.16 0 2.69 192.23 5.30 769.79 770.00 33.00 -10.98 18.62 7.64 15 0 767 8.80 206.34 6.24 0 4.97 190.54 7.20 0 2.73 192.30 5.38
785.94 755.75 18.75 2.07 14.43 16.50 16 0 8.27 211.62 5.87 0 4.80 198.10 6.94 0 2.54 195.66 4.99 791.03 758.43 21.43 13.06 2.55 15.61 17 C 762 C 769 C 770 775.28 775.37 38.37 -1.70 1.70
0.00 18 C C C 772.89 773.18 36.18 -3.21 3.21 0.00 19 C 0 773 4.89 192.53 7.08 0 775 2.63 193.52 5.18 772.27 769.02 32.02 2.67 4.85 7.52 20 C 0 4.82 194.82 6.98 0 2.55 195.32 5.02 775.72
772.48 35.48 3.13 4.24 7.37 21 C C 769 C 770 771.27 776.53 39.53 -15.22 15.22 0.00 22 0 767 8.51 209.36 6.03 0 773 4.88 192.87 7.06 0 775 2.64 193.39 5.20 791.24 756.77 19.77 13.30 2.73
16.03 23 C I 762 C 769 0 2.59 194.40 5.10 774.06 774.04 37.04 -3.29 5.88 2.59 24 C I c 0 2.71 192.66 5.35 769.91 769.77 32.77 -2.74 5.46 2.71 25 C I 0 773 5.01 189.84 7.25 0 2.75 191.70
5.43 769.14 766.20 29.20 -0.30 8.07 7.76 26 C I 0 5.10 189.33 7.38 -0 2.86 188.72 5.63 764.72 765.81 28.81 -13.15 21.10 7.96 27 0 767 9.16 202.21 6.49 0 5.11 189.20 7.39 0 2.88 188.04
5.67 782.94 747.85 10.85 8.35 8.79 17.15 28 0 ! 8.53 209.08 6.05 0 4.89 192.60 7.08 0 2.64 193.38 5.20 789.83 759.59 22.59 5.03 11.04 16.06 29 0 I 8.11 213.13 5.75 0 4.74 200.08 I 6.86
0 2.47 197.10 4.87 793.51 766.10 29.10 5.25 10.07 15.32 30 C I 762 C 769 0 2.58 194.78 5.07 772.40 772.94 35.94 -6.10 8.67 2.58 31 C I 0 773 4.97 190.68 7.19 0 2.71 192.82 5.33 767.83
765.03 28.03 -0.82 8.49 7.68 32 C I 0 5.00 189.96 I 7.24 0 2.75 191.72 5.42 765.96 763.97 26.97 -4.86 12.61 7.75 33 0 767 8.59 208.57 6.09 0 4.90 192.30 7.09 0 2.65 193.12 5.22 787.55
757.65 20.65 4.80 11.34 16.14 34 0 8.05 213.61 5.71 0 4.72 200.75 6.83 0 2.45 197.62 4.82 792.47 763.89 26.89 8.67 6.55 15.22 35 C 762 C 769 C 770 774.26 775.12 38.12 -5.70 5.70 0.00
36 C 0 773 4.87 193.11 7.05 0 775 2.61 194.02 5.14 770.80 767.74 30.74 1.90 5.58 7.48 37 C 0 4.82 194.75 6.98 0 2.55 195.27 5.03 773.21 770.21 33.21 1.98 5.40 7.37 38 C I 0 4.77 199.09
6.90 0 2.50 196.55 4.91 775.69 772.78 35.78 1.87 5.40 7.27 39 C C 769 C 770 774.51 775.19 38.19 -5.03 5.03 0.00 40 C 0 773 4.89 192.74 7.07 0 775 2.65 193.05 5.23 771.90 768.67 31.67
2.63 4.91 7.54 41 C 0 4.86 193.57 7.03 0 2.59 194.37 5.11 773.25 772.07 35.07 -6.98 14.43 7.45 42 C 0 5.00 190.09 7.23 0 2.75 191.90 5.41 766.92 763.01 26.01 5.19 2.55 7.75 43 C 0 4.86
193.55 7.03 0 2.59 194.36 5.11 773.45 769.76 32.76 4.66 2.79 7.45 44 C C 769 C 770 770.91 775.80 38.80 -14.65 14.61 0.00 45 0 767 8.-57 208.71 6.08 0 773 4.90 192.24 7.10 0 775 2.67
192.74 5.25 789.87 756.83 19.83 10.38 5.76 16.14 46 C 762 0 4.86 193.44 7.04 0 2.60 194.28 5.12 773.31 770.31 33.31 1.58 5.88 7.46 47 C 0 4.82 194.79 6.98 0 2.55 195.30 5.03 775.28 772.36
35.36 1.43 5.94 7.37 * (+) Represents Elevated Storage Refill Rate (-) Represents Elevated Storage Flow into the Distribution System H:/ProjeetslAddison/97I 80lEPS/3_5SUM.wk4
TOWN OF ADDISON CELESTIAL PUMP STATION IMPROVEMENTS EXTENDED PERIOD SIMULATION (EPS) -PUMP SIZING WORK SHEET EXTENDED PERIOD SIMULATION -WINTER DEMAND SCENARIO Job No.: Date: 97180 11/22/97
ExistiOi!; Purno 1 -9.75 MGD ProDosed Purno 2 -5.00 MGD Prooosed Purno 4 -3.00 MGD Hydraulic Elevated Storaee TOTAL Hour Status Next Switch Pump Pump Head Discharge Status Next Switch
Pump Pump Head Discharge Status Next Switch Pump Pump Head Discharge Grade at Elevated Storage iElevated Storage *Elevated Storage Net Demand PUMPAGE (O/C) Grade (ft) Flowrate (mgd (ft)
Velocitv (fos) (O/C) Grade (ft) Flowrate (mgd' ' ift) Velocitv (fos) (O/C) Grade (ft) Flowrate (mgd itt) Velocity (fos) PumpStation Water Elevation Tank Deoth Flow (mgd) (mgd) (MGD)
0 C 757 C 767 C 769 775.32 776.00 39.00 -5.01 5.01 0.00 I C C C 769.05 769.51 I 32.51 -4.01 4.01 0.00 2 C 0'''' 772 5.19 187.82 7.52 0 775 3.00 183.61 5.91 767.83 764.31 I 27.31 1.78
6.42 8.19 3 C o v· 5.03 189.48 7.28 0 2.97 184.87 5.84 769.52 766.60 29.60 -1.23 9.22 8.00 4 C 0..; 5.04 189.34 7.29 0 2.97 184.71 5.85 768.64 765.03 I 28.03 2.90 5.11 8.01 5 C Ov 4.89
192.53 7.08 0 2.63 193.51 5.18 771.73 768.87 I 31.78 1.21 6.31 7.52 6 C 0,,' 4.82 194.66 6.98 0 2.81 190.32 5.53 773.63 770.34 I 33.34 2.72 4.91 7.63 7 C C 767 0 2.77 191.30 5.46 774.17
773.87 36.87 -1.69 4.46 2.77 8 C C 0 2.60 194.22 5.12 772.04 771.67 I 34.67 -0.46 3.06 2.60 9 C C 0 2.88 188.00 5.67 770.78 771.08 i 34.08 -5.44 8.32 2.88 10 C 001" 7725.04 189.34 7.29 0 2.97 184.71 5.85 767.36 764.03 27.03 1.39 6.62 8.01 11 C Ov 4.92 191.85 7.12 0 2.89 187.52 5.70 769.72 765.82 28.82 4.55 3.26 7.81 12 C 0'1' 4.75 199.80 6.87 0 2.67
192.72 5.26 775.29 771.74 34.74 4.36 3.06 7.42 13 C C 767 C 769 776.42 776.71 I 39.71 -3.21 3.21 0.00 I 14 C C C 770.53 772.55 35.55 -9.02 9.02 0.00 15 C 0", 772 5.21 187.26 7.55 0 775
3.03 182.24 5.97 764.03 760.83 23.83 -0.63 8.87 8.24 16 C 0 -< 5.16 188.44 7.46 0 3.00 183.60 5.91 764.88 760.02 23.02 6.60 1.55 8.16 17 C 0 v 4.82 194.95 6.97 0 2'.55 195.41 5.02 772.74
768.61 31.61 6.31 1.05 7.37 18 C C 767 C 769 776.67 776.79 I 39.79 -2.00 2.00 0.00 19 C C C 773.92 774.18 37.18 -3.01 3.01 0.00 20 C C C 770.08 770.28 I 33.28 -2.61 2.61 0.00 21 C o
". 772 4.93 191.61 7.13 0 775 2.90 187.23 5.72 767.71 766.90 i 29.90 -1.19 9.02 7.83 22 C o v 4.90 192.20 7.10 0 2.88 187.88 5.68 769.74 765.36 I 28.36 6.08 1.70 7.78 23 C C 767 0 2.75
191.81 5.42 773.63 773.26 36.26 -0.86 3.61 2.75 24 C C 0 2.79 190.68 5.50 .772.55 772.14 I 35.14 -0.57 3.36 2.79 25 C C 0 2.83 189.74 5.57 771.66 771.40 34.40 -2.14 4.96 2.83 26 C C
0 2.92 186.53 5.76 768.20 768.64 I 31.64 -6.10 9.02 2.92 27 C 0 '" 772 5.19 187.90 7.50 0 2.99 183.80 5.90 764.42 760.70 i 23.70 2.77 5.41 8.18 28 C 0 -.r 4.94 191.30 7.15 0 2.68 192.35
5.29 767.29 764.32 , 27.32 0.86 6.77 7.62 29 C 0 y 4.90 192.27 7.09 0 2.88 187.95 5.68 768.62 765.42 i 28.42 1.62 6.16 7.78 30 C 0 ,., 4.82 194.67 6.98 0 2.80 190.33 5.53 770.72 767.52
I 30.52 2.27 5.36 7.62 31 C 0 .. 4.80 198.01 6.95 0 2.65 193.10 5.22 773.53 770.46 33.46 2.24 5.21 7.45 32 C C 767 0 2.64 193.23 5.21 773.09 773.37 I 36.37 -5.21 7.77 2.64 I 33 C 0 v
772 4.83 194.62 6.98 0 2.81 190.28 5.53 769.66 766.71 i 29.71 0.67 6.97 7.64 34 C 0 v 4.77 198.98 6.91 0 2.75 191.93 5.41 770.98 767.58 i 30.58 3.51 4.01 7.52 35 C C 767 0 2.63 193.55
5.18 772.48 772.14 I 35.14 -0.88 3.51 2.63 36 C C 0 2.68 192.41 5.28 771.35 770.99 i 33.99 -0.78 3.46 2.68 37 C C 0 2.76 191.57 5.44 770.40 769.99 I 32.99 -0.55 3.31 2.76 38 C C 0 2.79
190.77 5.49 769.70 769.29 ! 32.29 -0.52 3.31 2.79 39 C C 0 2.81 190.04 5.54 769.05 768.61 II 31.61 -0.24 3.06 2.81 40 C C 0 2.83 189.60 5.57 768.74 768.30 i 31.30 -0.18 3.01 2.83 41
C C 0 2.87 188.47 5.65 767.64 768.06 I 31.06 -6.01 8.87 2.87 42 C 0 v 772 4.99 190.28 7.22 C 2.94 185.75 5.80 764.85 760.26 I 23.26 6.38 1.55 7.93 43 C 0 ., 4.74 199.96 6.87 0 2.66 192.90
5.24 772.50 768.55 I 31.55 5.70 1.70 7.40 44 C C 767 G: 769 773.93 775.94 I 38.94 -8.97 8.97 0.00 45 C 0 " 772 4.86 193.45 7.04 0 775 2.84 189.14 5.60 768.01 764.31 I 27.31 4.15 3.56
7.70 46 C 0 .... 4.78 198.78 6.92 0 2.62 193.82 5.16 773.06 769.86 I 32.68 3.79 3.61 7.40 47 C C 767 0 2.53 195.86 4.98 774.94 774.59 I 37.59 -0.78 3.31 2.53 * (+) Represents Elevated
Storage Refill Rate (-) Represents Elevated Storage Flow into the Distribution System H:/Projects!Addisonl97180lEPS/3_5WIN.wk4 iz..vv.-v} 􀀳􀀧􀀱􀁾
29 􀁾 􀁾 § 􀁾 g o"􀁾 RATED SPEED -% o !;j! lil o £ !'l n 'I 'i J I Fig. 15 CHART SHOWING I 􀁾 EFFECT OF SPEED CHANGE I II ON CENTRIFUGAL PUMP I PERFORMANCE I I, /I " 'Z I 'I f7 T /I
IJ /) 􀁾 􀁾 l 1/'11 l/1'1 l V rJ l/I II l '/V /I l/j 'I l V " I 􀁾􀁖 1/'I ) 􀁾􀁾 J I , l l7 V $//V 7--1-1 l 􀁾􀁾􀁪 􀀭􀁾􀀬 r--l-V V "') //, 0 V ./, V 􀁾 ",'" ) V 􀁾 􀁾 /---..... _1-0'"
-4'Where complete rating charts such as those shown in Figures 13 and 14, secured by actual test of the pump, are available, it is always: best to use them to estimate intermediate points
by interpolation. However, many field problems will arise where these data are not " 􀀺􀀺􀀧􀁬􀀱􀁲􀁾􀁩􀁬􀀺􀀺􀀺􀁬􀁨􀁬􀁰 􀁾􀁮􀁲􀀱 the-n 􀁍􀁮􀁮􀁬􀀭􀁮􀀢􀀢􀀨􀁩􀁾􀀺􀀺􀀧􀁉􀁴􀁩􀁮􀁮􀁣􀀺􀀺 ("':::'In
'hp Tl'1;:lnp h'l'T 􀁲􀁾􀁬􀁲􀁬􀁟􀀱􀀱􀁍􀁴􀁩􀀨􀀩􀁮 11sinp" HYDRAULIC FUNDAMENTALS 140 * 110 I 120These relations are graphically shown on Fig. 15. I FIG. 15. Chart showing effect of speed
change on centrifugal pump performance. 150 6' 130 '" 􀁾 100 .. o;')j 9' :I: 􀁾􀁾 8 «vtil 7 􀁾 􀁾 􀁾'" Law 2c Law 2b '"'7''1:'"(''1 8'" 􀁺􀁾 =( 􀁾􀁾 r Bhpl =(Dl )" Bhp2 D2 8􀁾 '" U.
S. GALLONS PER MINUTE HYDRAULIC HANDBOOK 8'" 􀁔􀁜􀀬􀀬􀀮􀀮􀀮􀀬􀁾 .... 􀁾􀁉 ..... r. ..l,.._,.......... t,r-,.., .-............ ",,! .. ,...-. .. 􀁊􀀮􀁟􀁾􀁦 ..... _' -.• _.-􀁾􀀧 I) .;.
0 􀁾 􀁾 􀀭􀁾􀀭􀁯􀁜􀁏 0'1' 0 I 12" 􀁾 􀁾 􀁾 ""-􀁾 􀁾􀁾 0\0 .>. 'j. I ""P.--..co: 􀁾 I 0\0 􀀭􀁾 $/I f·.f. 'X 􀁾􀀢􀀢􀀢􀀢􀀧􀀭 0\0 ) 􀁾 􀁾􀁯􀁜􀁏 I '&" ... Ii. ,.,/􀁾􀁾􀁾 0\0 ... 11' '" -,..
I I' 􀁖􀀧􀁾 l 0\0 I II 􀀮􀀺􀁊􀁯􀁾 J 􀁲􀀢􀁬􀀧􀁯􀁾 􀁾 􀁶􀀮􀀺􀁾􀁲􀀭􀁴􀁾 .,<:> 􀁾􀀬􀀬􀀬􀀬􀁜􀁏 I, II c9+,b .... \. 10" 􀁾􀁾􀁾􀁾􀀫􀀬􀁢 'I I 0 􀀭􀁾􀁣􀁬􀀧􀁉􀁏 <0' 􀀭􀁉􀀢􀀻􀁯􀁾 l\' --"'0􀁾􀀾􀁣􀀱
\/'I, .11 􀁣􀀹􀁾􀀬􀁢 , . ...􀁾􀁾 􀀫􀀬􀁢􀁾􀁘􀀧􀁾 ',V ,) b"ojo u_9" 􀁉􀁾􀁾􀁾 "-k""" ¥ "';.< jX 8" 0$'c9'1,;;,\ 􀁾 􀁾 􀀮􀀮􀀮􀀩􀁾􀀺􀀮􀀮􀀮􀀾 􀁾 I r-'" I--' 'DIV \ CHARACTERISTIC .... --􀁾
􀁾 10.-I 􀁾 , '0 o ----40 FI(.;. ,<1 HI (N1)2 , -= --Law 1b H 2 N 2 BhP1 =(!!1)3 L 1 Bhp2 N 2 aw c Where Ql =Capacity and HI =head at N 1rpm or with impeller dia. D1 Q2 = Capacity and
H 2= head at N N 2rpm or with impeller dia. D2 60 200 180 16' A typical characteristic curve of a centrifugal pump is shown in Fig. 13 and Fig. 14. It will be observed that both charts
have plotted on them several head capacity curves with lines of constant efficiency and Hp superimposed on them. In Fig. 13 the impeller diameter is held constant and the speed varies
whereas in Fig. 14 the speed is held constant and the impeller diameter varies. The mathematical relationships between these several variables are known as the affinity laws and can
be expressed as follows: With impeller diameter held constant With speed held constant -Ql = -N-l Law 1a Q-I = -D-1 L aw 2a Q2 N 2 Q2 D 2 14' 8' 28 􀁾 12 􀁾o« 􀁾:;( 101 12
) SHIMEK, JACOBS & FINKLEA, L.L.P. CONSULTING ENGINEERS 8333 Douglas Avenue, #820 Dallas, Texas 75225-5816 Fax (214) 361-0204 Phone (214) 361-7900 ROSS L. JACOBS, P.E. RONALD V. CONWAY,
P.E. JOHN W. BIRKHOFF, P.E. JOE R. CARTER, P.E. GARY C. HENDRICKS, P.E. I. C. FINKLEA, P.E. Mr. James Pierce Jr., P.E., DEE Town ofAddison Post Office Box 144 Addison, Texas 75001-0144
Re: Celestial Pump Station Improvements Dear Mr. Pierce: December 5, 1997 We are enclosing the results of a third Cybemet Extended Period Simulation (EPS) scenario with a 5 MGD pump
placed at Celestial Pump Station. The results are recorded on a worksheet similar to the previous summary sheets discussed during our meeting in November. The water distribution system
was modeled under a summer and winter demand condition. ,t\' We currently have a meeting scheduled at the Service Center on December"'it:1997, to discuss the Celestial Pump Station Improvements.
If you have any questions regarding the EPS models or the data summary sheets, please do not hesitate to contact our office. Sincerely, 􀀱􀁦􀀨􀁴􀁊􀁊􀁦􀁬􀁦􀁾􀁾 Matt Hickey, 􀁅􀀮􀁉􀀮􀁾
Enclosure cc: Mr. Jeff Markiewicz J:\Addison\971S0\LICorr\5MGDEPS.doc
,0) SHIMEK, JACOBS & FINKLEA, L.L.P. CONSULTING ENGINEERS 1L_. · ..._. •._ 8333 Douglas Avenue, #820 Dallas, Texas 75225-5816 Fax (214) 361-0204 Phone (214) 361-7900 ROSS L. JACOBS,
P.E. RONALD V. CONWAY, P.E. JOHN W. BIRKHOFF, P.E. JOE R. CARTER, P.E. GARY C. HENDRICKS, P.E. I. C. FINKLEA, P.E. Mr. Jeff Markiewicz Town of Addison Post Office Box 144 Addison, Texas
75001-0144 Re: Celestial Pump Station Pumps 2 &4 Dear Mr. Markiewicz: November 5, 1997 We are enclosing three sets of preliminary specifications and contract documents for the bidding
of Pumps 2 and 4 at the Celestial Pump Station for your review and comment. Also enclosed is the design memo which outlines the sizing of the pumps for your system. Delivery time on
the pumps and motors is approximately 10 to 12 weeks. It is our understanding that the Town desires to bid the pumps and motors separate of the construction contract to install them.
Prior to these specifications being finalized the bottQm elevation of the pump cans needs to be determined. We have been unable to locate in the record drawings the depth of the cans.
It appears that the station will need to be shut down and valved off from the system. The flange will need to be removed and a measure down taken. Our survey crew is available to assist
the Town in this effort. We are continuing to complete the design ofthe improvements and will provide those documents to you shortly. We are available at your convenience to discuss
any questions you may have with the enclosed documents. 􀀹􀀩􀀻􀀻􀁖􀀶􀁾 John W. Birkhoff, P.E. Enclosures J:lAddison\97180\L\corres\prelimpm.doc
SHIMEK, JACOBS & FINKLEA, L.L.P. CONSULTING ENGINEERS 8333 Douglas Avenue, #820 Dallas, Texas 75225-5816 Fax (214) 361-0204 Phone (214) 361-7900 Mr. Jeff Markiewicz November 5, 1997
John W. Birkhoff, P.E. Celestial Pump Station Improvements DESIGN MEMORANDUM􀁰􀁾 P 􀁾􀁊􀁫􀁾􀁦 Date: 􀁾 From: To: Subject: The Celestial Pump Station Improvements include the addition
of two high service pumps. These pumps will be used for winter months demands, replace a deficiency in elevated storage and to run concurrently ,A,.j./with one existing pump during the
summer months. In order to determine the amount of discharge needed 􀁾􀁩• from the pumps during low demand periods, pumping records for the months of January through March were obtained
from the City. The records indicated a flowrate of approximately 5 million gallons per day 􀁾􀁾/(MGD) occurred during this period. Pumps with flowrates of 3 MGD and 2 MGD were selected
to meet Y this demand. In order to determine the ability of the pumps to operate in different demand conditions and in combination with one of the existing pumps, a Cybernet Extended
Period Simulation (EPS) was created. Select output was recorded and is shown on the enclosed EPS pump sizing worksheet. The data generated from the EPS shows the amount of pump head
required to refill the 1 MG elevated storage tank, while overcoming the static head (Hydraulic Gradient at the Elevated Storage Tank Minus the Elevation of the Pumps; 605.5-feet) and
the total dynamic head (Static Head Plus the Head Loss in the Distribution system). System curves were generated with the calculation of the static head and the total dynamic head at
various flow rates. The following table shows the static head in the water distribution system when the elevated storage tank is at the maximum condition (High Water Level Elevation
= 777) and the minimum condition (Low Water Level Elevation = 737): Maximum Static Head (feet) Minimum Static Head (feet) I 􀀱􀁆􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀱􀀷􀀽􀀱􀀽􀀮􀀵􀀽􀀽􀁾􀁾􀀽􀀽􀀻􀀽􀀽􀀽􀀽􀀽􀁩􀀽􀀽􀀽􀀽􀀽􀀽􀀽�
�􀀽􀀱􀀳􀀽􀁉􀀽􀀽􀀮􀀵􀀽􀀽􀁾􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀹 The head loss at various pump rates were calculated and added to the static head to provide the total dynamic head. The following table shows
a summary of the total dynamic head for the condition when one existing pump and the two proposed pumps are running at the same time: H:/ProjectslAddison/97180IEPSlDesgn_Mo.doc
Mr. Jeff Markiewicz Town of Addison Celestial Pump Station Design Memo November 4, 1997 Page 2Flowrate Total Dynamic Head at Total Dynamic Head at (MGD) Minimum Condition in Feet Minimum
Condition in Feet (Static Head +Head Loss) (Static Head +Head Loss) 0 171.50 131.50 2 172.18 132,18 4 174.04 134.04 6 176.81 136.81 8 180.63 140.63 10 184.66 144.66 12 191.03 151.03
13 194.00 154.00 14 196.97 156.97 15 199.94 159.94 18 211.82 171.82 The data generated from the tables above are shown on the attached system curve graph and are labeled as Maximum and
Minimum. Once the system curves are plotted, the pump curves for each pump and the additive pump curves for different pump combinations were plotted. When one existing pump is operating
with the two proposed pumps, the operating point must fall in the area between the maximum and minimum condition system curves. As shown in the EPS worksheet, one existing pump and two
proposed pumps operating in a condition following a period of maximum hourly demand, produce a pump head of approximately 190-feet of head with a total pump rate of 13.5 MGD. Plotting
these two points on the pump curve labeled Pumps 1+2+4, show the pumps are operating within the system curves. H:/ProjectslAddison/97I 80lEPSIDesgn_Mo.doc
;RV2.DWG 13.5 M.G.D. (HOUR 21) 􀀱􀀱􀀱􀀱􀀱􀀱􀀱􀀱􀀱􀀱􀀱􀀱􀀧􀁉􀁉􀁉􀁉􀁉􀁉􀁉􀁍􀁉􀁾􀁾􀁋􀀬􀁾􀁾􀁾􀁎􀁓􀁾􀁐􀁅􀁒􀁾􀁾􀁾􀁈􀀧􀁾􀁾􀁾􀁾􀁾􀁈􀀭􀁾􀁾􀁾􀁾􀁾􀁾􀁾 KH-1 􀁉􀀧􀁾􀁉 2-1+131+ml4',*5H-16++7r=RB-H-91-HO+-l11+12i-1
3-+14-+-15+16+-.17-+t8 +hrmrthr'mcrTrlltti'll'H'􀁾􀀧􀁲􀁴􀀧􀁲wh'frt riri-j"I·rt 'rr! '-j-r'(rlcTF ++-+-++-t--H-t--H-+-t-++-H+1H-H-t--H-H 250 I It I I..􀁾􀁬􀁬 I I IJ I I I I I I I I I
I I I I I I I J I I I I /I I I I I I I I I I I I I , I I t1°"rrTTfl"rr 11:1 I I I I I I I I I I , I I I I , I I I I I I I I I I I , . '. ". '. '. . -'. . . . . . 􀁾􀀮 i 􀁾􀀧􀀯 . ' 􀀱􀀭􀀭􀀫􀀫􀀧􀁜􀀱􀀭�
�􀁾􀀭􀀫􀀢􀁩􀁤􀀭􀀭􀁈􀀭􀁴􀀭􀀧􀁎􀀻􀀺􀀺􀁴􀀭􀀭􀁴􀀭􀁴􀀫􀁴􀀭􀁈􀀭􀁈􀀭􀁴 EX1ST. PUMP . 􀁜􀀭􀀭􀁈􀁾􀀭􀀫􀁦􀁾􀁦􀀭􀁈􀁾􀁤􀀫􀀫􀀫􀀫􀀡􀀢􀀢􀀧􀁾􀀻􀁢􀀭􀁦􀀭􀁴􀀭􀀭􀀫􀀭􀁦􀁬􀀴􀀽􀁉􀁢􀀭􀁬 f .3'. '0 R. 5' 1. c
! -, . .' . .' ++--h+'''':"j,.4"-+!--H-H-+-1-H---Hf-+'I--I-H-t-+-J++++-t--t++ti-t--H-i -1"" 􀁾􀀭 III 􀁉􀁬􀀢􀁴􀁊􀁾􀁭􀁬􀁉􀁉􀀱􀀱􀁭􀀽􀁷􀀽􀀱􀀱􀀱I Irn>UIIII IIII lrirViAxIM'UM-H--64"􀀬􀀮􀀮􀀭􀁈􀀭􀁈􀀭􀀫􀀭􀀫�
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No.1 III II1IIIII IIII III 11111 H++-H---H-• "PROP.'" • -􀁉􀀭􀀫􀀫􀀫􀀫􀀫􀀭􀁴􀀭􀁈􀀭􀁈􀀫􀁈􀀭􀀭􀁴􀀭􀁾􀁐UMp' 2+++-H-H+++t-H--:f-+t--t++-I---H4+-H-I--I---H-H--H-I--I---H-H-f-H-+++-++++++-H-H-H++-H++-l-H
􀁾 -,-.;or 􀁾 " 200 􀁾 􀁾 􀁾 ... " >--AVERAGE . /"'." , .... "'" l.oo " PUMPS W. r.. '1+2+4 W II II l.L. I I " J 150 I.... o 􀀢􀁾 ::c I I 100 PROP. """ PUMPS I I -, 'I "2&'4 1 I i /---;---.,.,
􀁉􀁾􀁐􀁒􀁏􀁐􀀺 􀁾􀁰􀁭􀁶􀁦􀁰􀀧􀁾􀀺􀀭􀀴-------5011111111111111111111111111111111111111111111111111111111111111' 11111111111111' 1111111' I1I11 H+H I I I I I 1-++t+H+H I I I I I I I I I
I I I H-H-t I I I I I I I I t+t--++H+H-+ I I 1I I I ++H-I--I--t I I I I I I , I I , H+H++ I I I I I 6 8 10 12 14 16 18 THOUSAND GALLONS PER MINUTE 2 4 011 I I I I I I I! I' I I 1'1 I
I I I' I I I I I I I I II 1 I 1'1'1 I 11'1 I I I I I III I I I! I! I I I' I II! I I I I I" I I I! I! I I'! I I 1 I I I 'I o TOWN OF ADDISON ADDISON ",..1 r-f""TIAI nr\An OIIUD C'TATI"t\1
SHIMEK. JACOBS &: ANKLEA CONSULTING ENGINEERS Dallas. Texas
TOWN OF ADDISON CELESTIAL PUMP STATION IMPROVEMENTS EXTENDEDPERIOD SIMULATION (EPS) -PUMP SIZING WORK SHEET Job No.: Date: 97180 10/28/97 II Existine: Pumo 1-9.75 MGD I Proposed Pump
2 -3.00 MGD Proposed Pump 4 -2.00 MGD Hydraulic Elevated Storae:e 􀀱􀁾􀀱􀁾􀁩􀁬 II 􀁈􀁯􀁵􀁲􀀮􀀻􀁤􀁾 Status I NextS",itch I . PuW,pjP\lmPH-e:ad I .PischWj!;e".l .. Status INext Switch
I .. P,ump . I P!lJTIP Head I .. 􀁐􀁩􀀬􀁳􀁓􀁨􀁾􀀡􀀡􀁽􀀩􀀢􀀬􀀧􀀢 ...status . ' ..' JNeld S>yitl;!J t ..."..J>.ALmP •·..,,·,V.umpJkad·I,"",DiS3harge ..'.l\ -',urad'C·1lt ..... €levatetHiwrage'
'£k'Ylrted6torage" *ElctMlltec.'slorage' "'-N'er'Demahd II . (01C) I Grade (ft) IFlo.....Tate (mgd)I' (ft) I Velocity (fps)] (O/C) I Grade (ft) IFlowrate (mgd)! (ft) I Velocity (fps)
I (O/C) I Grade (ft) IFlowrate (mgd)1 (ft) Velocity (fps) PumeStation Water Elevation Tank Deeth Flow (mgd) (mgd) (MGD) 0 C 766 0.00 0 772 2.88 187.76 5.68 0 775 1.88 186.82 5.34 772.06
771.00 I 34.00 1.30 6.06 4.76 I I C 0.00 0 2.94 185.80 579 0 1.92 184.84 5.45 770.38 769.33 I 32.33 1.69 6.55 4.86 2 C 9.04 I 187.77 6.41 0 3.03 182.08 5.96 0 1.98 181.81 5.63 767.51
767.1:3 I 30.13 5.42 10.43 14.05 I 3 0 771 9.05 187.62 6.42 0 3.01 183.29 5.94 0 1.98 181.94 5.62 768.58 760.0;9 23.09 2.76 I 16.80 14.04 4 0 8.69 193.50 6.16 0 3.02 183.14 5.94 0 1.98
181.87 5.62 767.36 756.5'1 19.51 -5.74 I 8.31 13.69 5 0 8.43 197.70 5.98 0 2.84 189.Q3 5.60 0 1.85 188,46 5.24 773.11 763.9'J 26.97 -3.13 ! 10.25 13.12 6 0 0.00 0 2.62 192.98 5.17 ,
0 1.75 192.15 4.97 777.Q3 768.0B 31.03 -4.86 , 7.94 4.37 7 C 766 0.00 C 768 0 1.79 190.28 5.09 773.81 774.313 37.33 5.42 7.22 1.79 8 C 0.00 0 772 2.94 185.71 5.80 0 1.92 187.74 5.46
768.54 767.30 30.30 0.10 4.97 4.86 9 C 0.00 0 3.01 183.56 5.92 0 1.97 182.58 5.58 766.64 767.16 30.16 8.55 I 13.52 4.98 10 0 771 9.08 187.17 6.44 0 3.09 182.68 5.97 0 1.99 181.48 5.65
766.17 􀀷􀀵􀀶􀀮􀀰􀁾 19.Q7 -3.37 10.73 14.16 II 0 8.74 192.77 6.20 0 2.86 188.31 5.64 0 1.88 187.11 5.54 771.59 􀀷􀀶􀀰􀀮􀀴􀁾 23.43 -8.14 5.34 13.48 12 C 766 0.00 0 2.82 189.64 5.56 0
1.84 188.73 5.22 772.12 771.0P 34.00 0.31 4.97 4.66 13 C 0.00 0 2.85 188.80 5.61 0 1.86 187.87 5.27 771.72 770.60 33.60 0.51 5.22 4.71 14 C 0.00 0 2.98 184.38 5.87 0 1.95 183.40 5.54
767.24 769.9# 32.94 13.68 18.62 4.93 15 0 771 9.28 183.71 6.15 0 I 3.12 179.14 6.15 0 2.06 177.85 5.85 761.83 752.10 15.10 0.03 14.43 14,46 16 0 9.02 188.07 6.40 0 3.00 183.60 5.92 0
1.97 182.33 5.60 765.76 􀀷􀀵􀀲􀀮􀀱􀁾 15.14 -11.45 I 2.55 13.99 17 0 8.27 200.04 5.87 0 2.75 191.73 5.41 0 1.67 195.70 4.75 778.78 767.09 30.09 -10.99 I 1.70 12.69 18 C 766 0.00 C 768
C 773 766.02 776.32 39.32 3.21 I 3.21 0 19 C 0.00 c I 0 775 1.86 188.03 5.26 772.08 772.15 35.15 3.00 4.85 1.86 20 C 0.00 C 0 1.95 183.75 5.52 768.03 768.27 31.27 2.30 I 4.24 1.95 21
0 771 8.74 I 192.67 6.20 0 772 2.87 188.26 5.64 0 1.88 187.06 5.32 773.41 765.28 28.28 1.74 I 15.22 13.49 22 0 8.60 194.94 6.10 0 2.79 190.53 5.50 0 1.83 189.39 5.18 775.08 763.03 26.03
-10.49 2.73 13.22' 23 C 766 0.00 C 768 C 773 775.73 776.64 39.64 . 5.88 I 5.88 0 24 C 0.00 C 0 775 1.94 183.76 5.52 768.89 769.02 32.02 3.51 I 5.46 1.94 25 0 771 8.72 I 193.04 6.18 0
772 2.86 188.55 5.63 0 1.87 187.39 5.50 774.42 764.46 27.46 -5.38 8.07 13.45 26 C 766 0.00 0 3.01 183.29 5.93 0 1.97 182.30 5.60 767.37 771.43 34.43 16.12 I 21.10 4.98 27 0 771 9.36
I 182.47 6.63 0 3.15 177.86 6.21 0 2.09 176.58 5.92 761.76 750.17 13.17 -5.80 I 8.79 14.6 28 0 8.99 I 188.68 6.37 0 2.99 184.21 5.88 0 1.96 182.88 5.57 767.81 758.04 21.04 -2.90 I 11.04
13.94 29 0 8.75 192.49 6.21 0 I 2.87 188.03 5.66 0 1.88 186.82 5.34 777.19 761.80 24.80 -3.44 I 10.07 13.5 30 0 8.48 I 196.89 6.02 0 I 2.72 192.44 5.36 0 1.77 191.29 5.02 775.28 766.28
29.27 -4.30 I 8.67 12.97 31 C 766 0.00 0 I 2.78 190.72 5.48 0 1.82 189.84 5.15 772.42 771.86 34.86 3.89 ! 8.49 4.6 32 C 0.00 I 0 I 2.96 185.07 5.84 0 1.94 184.10 5.91 766.52 766.8! 29.81
7.71 I 12.61 4.9 33 0 771 8.97 188.98 6.36 0 2.98 184.52 5.87 0 1.96 183.20 5.55 766.43 756.80 19.80 -2.56 i 11.34 13.91 34 0 8.70 193.46 6.17 0 I 2.84 188.99 5.60 0 1.85 188.41 5.24
770.59 760.13 23.10 -6.84 I 6.55 13.39 35 0 8.23 200.90 5.84 0 2.50 196.15 4.92 0 1.68 195.45 4.76 778.24 769.01 32.0l -6.71 I 5.70 12.41 36 C 766 0.00 C I 768 C 773 775.56 776.39 39.39
5.58 i 5.58 0 37 C 0.00 C I 0 775 1.88 186.88 5.33 769.02 769.16 32.16 3.52 I 5,40 1.88 38 0 771 8.51 196.44 6.03 0 772 2.74 192.03 5.39 0 1.78 190.86 5.05 774.97 764.60 27.60 -7.63
5.40 13.03 39 C 766 0.00 C 768 0 1.77 191.36 5.02 774.37 774.48 37.88 3.26 i 5.03 1.77 40 C 0.00 C 0 1.88 186.78 5.34 770.19 770.25 33.25 3.03 I 4.91 1.88 41 0 8.61 I 194.75 6.11 0 I
772 2.80 190.35 5.51 0 1.83 189.20 5.19 774.29 766.31 29.30 1.19 I 14.43 13.24 42 0 8.46 197.28 6.00 0 I 2.64 192.56 5.20 0 1.76 191.72 5.00 776.29 764.79 27.79 -10.31 ! 2.55 12.86 43
C 766 0.00 C 768 C 773 776.48 776.71. 39.71 2.79 I 2.79 0 44 C 0.00 C 0 775 1.91 185.64 5,41 769.79 􀀷􀀷􀀳􀀮􀀰􀁾 36.09 12.71 14.61 1.91 45 0 771 8.98 188.83 6.37 0 772 2.98 184.37 5.88
0 1.96 183.12 5.55 768.32 756.59 19.59 -8.16 I 13.92 13.92 46 0 8.46 I 197.28 6.00 0 I 2.64 192.56 5.20 0 1.76 191.71 5.00 777.06 767.18 30.18 -6.98 I 5.88 12.86 47 C 766 0.00 C 768
C 773 775.30 776.23 39.23 5.94 I 5.94 0 * C-) Represents Elevated Storage Refill Rate (+) Represents Elevated Storage Flow into the Distribution System H:/ProjectslAdd isonl97180lEPSIEPS_WKST.wk4
# of pages (including cover): .2 􀁾 /e) ,--􀁃􀁯􀁭􀁰􀁡􀁮􀁙􀀺􀁟􀁾􀀮􀀮􀀮􀀻􀀻􀀮􀀮􀀮􀀮􀀮􀀮􀀮􀁊􀀧􀀱􀀧􀀭􀀭􀀭􀁾􀀭􀀽􀀭􀁟􀀯􀁲􀀭􀀻􀁟􀁲 _ o Original in mail 􀁾􀀨􀀩􀁵􀁲 request Comments: 􀁾.L ....
J' P.l FROt.1 SERvICE CENTER 972 450 2837 TOWN OF ADDISoN To: ¥ rr ;'/C14Y FAX #: 2,4-· .3'1-0::&0 d Date: a r· /61 /997 10-16-1997 3: 00Pt·1 . 􀁾􀀮
P.2 :0-16-1997 3:00Pt.1 FROH SERvICE CENTER 972 .:150 2837 ) ....... MOt'THLY WATER REPORT JA;"l'UARY DECEMBER 13,1996 TH1ZODG 4.1997 ,I l. I, ! ;;: i, i'l: 􀁾I DATE SlJRVEYOR ROF l
TOTALS /12/13 1.055.000 3,460,000 12114 􀁉􀀬􀀰􀀵􀁾􀀬􀁏􀁏􀁏 3,692,000 4,747,000 12/lS 285,000 2,&03,000 :;,088,000 I2IJ6 202.000 2,879,000 3,031,000 12/17 ° 3,394,000 3,394.000 1 12118
710,000 2,915,000 3,625,000 'Jv, 12/19 92,000 3,270,000 3,362,000 12120 933.000 2,847,000 3,iSO,OOO 􀁾􀀮 12/21 0 3,on,000 3,098,000 I 12/22 944,000 2,554,000 3,498,000 i 12m 324.000
2,854.000 3.178,000 ',-12/24 920,000 2,757,000 3,677,000 " J2125 98,000 2,721,000 2,&19,000 1'lJ26 /,057,000 1,592,000 2,649,000 12m 7,000 3,057,000 3,064,000 : ;􀁾 􀁾 1212& 955.000
2,757,000 3,712,000 <p 12129 248,000 2,415,000 2,G63,000 ' ,.\! 12/30 870,000 2,49J,000 3,361,000 ;'111 /2/31 94.000 4,129,000 4,223,000 ll' 􀁾 ',fl SUBTOTAL 9,849,000 54,630,000 64,479,000
1; , ·.I!, )/1 1,029,000 2,&40.000 :;,869,000 . 􀁾 , ;:1 I • liZ 120,000 3.578,000 3,698,000 . !.'l.l-··· W &66,000 2,673,000 3,539,000 1/4 149,000 4,26&,000 4,417,000 ''l;llfi' Ii;
1/5 &91,000 3,385,000 4,276,000 􀁾 1/6 0 2,886,000 2,886,000 ;. fL In 1,093,000 1,499,000 2,594,000 :_,-' 􀁾 I iij 1/& 573.000 2,930,000 3,503,000 ' ''tj : l/9 &99.000 2,510,000 3,409,000
1. .. ,I 1/10 235,000 3,064.000 3,299,000 Ill! 867,000 2.787,000 >,654,000 􀀧􀁾 , 􀁾 1/12 172,000 2,983,000 3,155,000 I:" l 1/l3 549,000 1,027,000 1,576,000 ! I. 1/14 512,000 3,652,000
4,164,000 , , 􀁾 􀁾􀀺 SUBTOTAL 7,957,000 40,082,000 48,039,000 TOTALS 17,806,000 􀀹􀁾􀀬􀀷􀀱􀀲􀀬􀁏􀁏􀁏 )12,518,000 MINIMUM a 1.027,000 1,576,000 􀁴􀀮􀁾􀁁􀁘􀁬􀁾􀁊􀁍 1,095,000 4.268.000
4,747,000 'li AVERAGE 539,576 2,870,061 3,409,636
P.3 CEU;STIAL ROF TOTALS 3,361,000 4,417,000 2,986,000 3,795,000 2,333,000 3,451,000 3,690,000 4,484,000 3,002,000 4,010,000 4,175,000 . 4,202,000 2,940,000 3,966,000 4,410,000 4,653,000
3,057,000 3,651,000 3,588,000 4,429,000 2,802,000 2,802,000 2,832,000 3,445,000 2,952,000 . 2,952,000 2,696,000 3,683,000 1,799,000 2,014,000 2,558,000 3,6.50,000 49,181,000 59,604,000
2,888,000 3,155,000 2,597,000 3,528,000 3,004,000 3,004,000 2.862,000 3,808,000 3,113,000 3,312,000 2,993,000 4,023,000 3,767,000 4,048,000 2,737,000 3,832,000 3,051,000 3,081,000 3,394,000
4,271,000 3,743,000 3,778,000 5,108,000 5,231,000 39,262,000 45,071,000 88,443,000 104,675,000 1,799,000 2,014,000 5,108,000 5,231.000 􀁾 3.275,667 3,876,852 }. SURVEYOR ROf 601,185
16,232,000 1,llS,000 10,423,000o /I-'S-'1f; 1,056,000 809,000 l,llS,OOO 794,000 1.008,000 27,000 1,026,000 243,000 594,000 841,000° 613,000o 987,000 215,000 1/· 􀀤􀁾 -n l,on,ooo 5,809,000
J􀁾 • I -'l<o 267,000 931,000° 946,000 199,000 1,030,000 281,000 1,095,000 30,000 877,000 30,000 1'1 -I 􀁾 J'j (" 123,000 '1 0-1 6-1997 3: 01 PH FROH SERv I CE CENTER 972 d50 2837 ,
MONTHLY WATER kbRT DECH1BER :i;NOVEMBER 15, 1996 THROUGH DECEtvlBER 12, 1996
FROH .?ERvICE CENTER 972 .:150 2837 ) MONTHLY WATER REPORT FEBRUARY JANUARY 15, 1997 THROC'GH FEBRUARY 13, 1997 DATE SURYEYOR ROF CELESTIAL ROF -rOYALS 1/15 513,000 .2,456,000 2,969,000
l/16 840,000 3,526,000 4,366,000 1/17 ./63,000 1.9&0,000 2,643,000 1118 708,000 3,712,000 4,420,000 1/l9 634,000 2,292,000 2.926,000 1120 523,000 3,626,000 4,149,000 1/21 666,000 2,240,000
2,906,000 1122 712.000 3,976,000 4.68&,000 1/23 535,000 2,212,000 2,747,000. UZ4 623.000 4,:;92.000 5,015,000 . !." 1/25 702,000 2,368,000 3,070,000 1/26 966,000 4,760,000 5,726,000
1/27 731,000 2,440,000 3.171,000 illS 453,000 4,020,000 4,473,000 1/29 519,000 1,560,000 2,079,000 1130 909,000 4,180,000 5,089,000 1131 678,000 2,104,000 2,782,00000 SUBTOTAL 11,375,000
51,844,000 63,219,000 2/1 630,000 4,876,000 S,506,000 Z/2 652,000 2,160,000 2,812,000 Z/3 634,000 4,2:52,000 4,886,000 2/4 654,000 2,288,000 2,942,000 2/5 774,000 4,160,000 4,934,000
2/6 690.000 2,604,000 3.294,000 2/7 761,000 3,748.000 4,509,000 2f8 523,000 2,720,000 3;243,000 243,000 2:9 483,000 3.608,000 4,091,000 2/10 594,000 2,160,000 2,754,000 2fll 6&3,000
3,892,000 4,575,000 2/12 574,000 2,080.000 2,654,000 2f13 629,000 3,888,000 . 4,S17,000 SUBTOTAL 8,281,000 42.436,000 50,717,000 TOTALS 19,656,000 94,280,000 113,936,000 MINIMUM 453,000
1.560.000 2,079.000 MA:>'l:vIUM 966,000 4.876,000 5,726,000 AVERAGE 655,200 3.142,667 3,797,867 1'0-16-1997 3:01PH .1&;;;:.-.-:::.'.􀁾.•􀁾􀁾􀀭􀁾􀀮􀁾􀁾􀀮􀁾.:;:.:;;;::==. -=.􀀽􀀽􀀺􀀺􀀻􀀺􀀻􀀺􀀺􀁾􀁾􀀽􀀽�
�􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀺􀀽􀀺􀀺􀀮􀀺􀀮􀀮􀀮􀀮􀀺􀀮􀀺􀀮􀀮􀀮􀀮􀀺􀀺􀀮􀁟􀁾􀀭􀀻􀀺􀀮􀀮 -='='._-:.="=:.:.:.-'.
MONTHLY WATER REPORT ;\1ARCH FEBRUARY u., 1991 THROUGH M..ARCH 13,1997 -, DATE SURVEYOR ROF . CELESTIAL ROF TOTALS 2/14 611,000 2,388,000 2,999,000 2/15 􀀭􀁾􀀶􀀳􀀰􀀬􀁏􀁏􀁏 3,86';,000
􀀴􀀯􀁾􀀹􀀴􀀬􀁏􀁏􀁏 2/16 617,000 2,408,000 3,025,000 2/17 381,000 3,712,000 4,093,000 2/18 487,000 2,628,000 3,115,000 2/19 622,000 3,924,000 4,546,000 2120 595,000 2,000,000 2,595,000
2/21 738,000 3,872,000 4,610,000 .1! 2122 542,000 2,008,000 2,550,000 i 2/23 S06,OOO 3,336,000 3,842,000 r 2/24 563,000 2,220,000 2,7B3,OOO f 2125 61&,000 3,252.000 3,8iO,OOO 1 2/26
510,000 2,384,000 2.894,000 2127 557,000 3,652,000 4,209,000 2'28 502,000 2,000,000 2,502,000 t SUBTOTAL 8,479,000 43,648,000 52,127,000 J, f 3/1 509,000 3,504,000 4,013,000 3f2 1,022,000
4,131,000 5,153,000 3/3 0 1,889,000 1,889.000 3/4 532,000 1,&96,000 2,428,000 3/5 569,000 3,892,000 4,-161,000 3/6 0 4,068,000 4,068.000 317 683,000 1,824,000 2,507,000 3/8 675,000 2,988,000
􀀳􀀬􀀶􀀶􀁾􀀬􀁏􀁏􀁏 3/9 690,000 2,408,000 3,098,000 3/10 288,000 j,632,000 3,920,000 3/11 473,000 2,372,000 2,845,'tlOO 3112 387,000 3,928,000 4,315.000 3/13 . 581,000 1.932,000 2,513,000
SUBTOTAL 6,409.000 38,464,000 44,873,000 TOTALS 14,888,000 82,112,000 97,000,000 MINIMUM ° 1,824,000 1,889,000 􀁍􀁁􀁘􀁬􀁬􀁜􀁦􀁕􀁾 1,022,000 4,131,000 5,t 53,000 􀁾 AVERAGE 531.714 2,932,571
􀀳􀀬􀀴􀀶􀀴􀀬􀁾􀁓􀀶 10-16-1997 3:02PH 􀁆􀁒􀁏􀁾􀂷􀀱 SERv I CE CENTER 972 <150 2837 P.5
MONTHLY WATER REPORT SEPTEMBER SEPTEMBER 1 -30 DATE SURVEYOR ROF CELESTIAL ROF TOTALS 09/01 1,099,000 5,805,000 6,904,000 09/02 ·956,000 5,449,000 6,405,000 09/03 1,133,000 5,308,000
6,441,000 09/04 1,192,000 5,872,000 7,064,000 09/05 1,122,000 5,441,000 6,563,000 09/06 1,076,000 5,791,000 6,867,000 09/07 1,064,000 6,064,000 7,128,000 09/08 1,131,000 5,070,000 6,201,000
09/09 1,063,000 5,341,000 6,404,000 09/10 1,050,000 5,534,000 6,584,000 09/11 1,128,000 5,001,000 6,129,000 09/12 1,162,000 5,535,000 6,697,000 09/13 1,00 I,000 5,123,000 6,124,000 09/14
1,178,000 4,905,000 6,083,000 09/15 1,080,000 . 4,630,000 5,710,000 . SUBTOTAL 16,435,000 80,869,000 97,304,000 09/16 1,019,000 4,404,000 5,423,000 09/17 1,157,000 5,350,000 6,507,000
' 09/18 1,127,000 4,393,000 5,520,000 09/19 1,009,000 4,669,000 5,678,000 09120 1,037,000 4,161,000 5,198,000 09121 1,094,000 4,318,000 5,412,000 09122 1,074,000 4,186,000 5,260,000
09123 919,000 3,472,000 4,391,000 09124 827,000 5,000,000 5,827,000 09/25 801,000 3,919,000 4,720,000 09126 1,063,000 2,729,000 3,792,000 09/27 1,079,000 4,380,000 5,459,000 09128 24,000
5,782,000 5,806,000 09/29 834,000 5,506,000 6,340,000 09/30 934,000 4,555,000 5,489,000 SUBTOTAL 13,998,000 66,824,000 80,822,000 TOTALS 30,433,000 147,693,000 178,126,000 MINIMUM 24,000
2,729,000 3,792,000 MAXIMUM 1,192,000 6,064,000 7,128,000 AVERAGE 1,014,433 4,923,100 5,937,533
) .. ' .... ./--j. MONTHLY WATER REPORT .' I JDLY 1995 .. DATE SURVEYOR ROF-CELESTIAL ROF TOTALS 07/01 998,000 4,624,000 5,622,000 07/02 986,000 4,308,000 5,294,000 07/03 782,000 4,234,000
5,016,000 07/04 985,000 3,981,000 4,966,000 07/05 1,121,000 4,191,000 5,312,000 07/06 1,068,000 3,809,000 4,877,000 07/07 1,042,000 4,188,000 5,230,000 07/08 1,101,000 3,952,000 5,053,000
07/09 1,088,000 3,939,000 -5,027,000 07/10 439,000 5,496,000 5,935,000 07/11 995,000 4,385,000 5,380,000 07112 1,090,000 4,916,000 6,006,000 07/13 1,103,000 5,186,000 6,289,000 07114
1,108,000 4,909,000 6,017,000 07/15 997,000 4,516,000 5,513,000 SUBTOTAL 14,903,000 66,634,000 81,537,000 07/16 1,107,000 4,963,000 6,070,000 07/17 1,208,000 4,732,000 5,940,000 07/18
1,069,000 4,756,000 5,825,000 07/19 1,094,000 5,091,000 6,185,000 07/20 1,119,000 4,969,000 6,088,000 07/21 1,008,000 4,649,000 5,657,000 07/22 1,093,000 5,352,000 6,445,000 07/23 1,093,000
5,740,000 6,833,000 07/24 1,109,000 5,033,000 6,142,000 07/25 1,110,000 4,707,000 5,817,000 07/26 1,020,000 5,611,000 6,631,000 07/27 1,096,000 5,142,000 6,238,000 07/28 1,124,000 5,688,000
6,812,000 07/29 1,071,000 5,558,000 6,629,000 07/30 1,056,000 5,674,000 6,730,000 -07/31 1,130,000 5,829,000 6,959,000 SUBTOTAL 17,507,000 83,494,000 101,001,000 . -.. TOTALS 32,410,000
150,128,000 182,538,000 MINIMUM 439,000 3,809,000 4,877,000 MAXIMUM .. ' 1,208,000 5,829,000 6,959,000 AVERAGE 1,045,484 4,842,839 5,888,323 . I
MONTHLY WATER REPORT AUGUST '------DATE SURVEYOR ROF CELESTIALROF TOTALS 08/01 1,104,000 4,630,000 5,734,000 08/02 1,102,000 4,682,000 5,784,000 08/03 1,112,000 3,976,000 5,088,000 08/04 1,085,000 3,810,000 4,895,000 ;I 08/05 1,037,000 4,411,000
5,448,000 08/06 1,049,000 4,821,000 5,870,000 :1 08/07 1,075,000 5,402,000 6,477,000 08/08 1,004,000 4,703,000 5,707,000 08/09 958,000 6,059,000 7,017,000 08/10 1,027,000 5,285,000 6,312,000
08/11 1,087,000 5,470,000 6,557,000 08/12 1,012,000 5,456,000 6,468,000 08/13 1,104,000 5,744,000 6,848,000 08/14 1,207,000 5,479,000 6,686,000 08/15 1,030,000 4,859,000 5,889,000 SUBTOTAL
15,993,000 74,787,000 90,780,000 I 􀁾 08116 1,045,000 5,835,000 6,880,000 08117 1,196,000 5,584,000 6,780,000 08/18 1,015,000 5,616,000 6,631,000 08/19 1,035,000 5,178,000 6,213,000
08/20 1,098,000 5,615,000 6,713,000 08/21 J,218,000 5,827,000 7,045,000 . 08/22 1,096,000 5,256,000 6,352,000 iI 08123 1,021,000 5,679,000 6,700,000 III 08/24 1,183,000 5,646,000 6,829,000
ir 08/25 1,119,000 5,575,000 6,694,000 i ; i 08/26 981,000 5,093,000 6,074,000 08/27 1,103,000 5,471,000 __ 6,574,000 08128 1,210,000 6,312,000 -7,522,000 I 08129 1,060,000 6,287,000
􀁾􀀷􀀬􀀳􀀴􀀷􀀬􀀰􀀰􀀰 r 08/30 1,042,000 5,515,000 6,557,000 08/31 1,154,000 5,507,000 -6;661,000 SUBTOTAL 17,576,000 89,996,000 107,572,000 TOTALS 33,569,000 164,783,000 198,352,000 \1fNlMUM
958,000 3,810,000 4,895,000 v1AXIMUM 1,218,000 6,312,000 7,522,000 WERAGE 1,082,871 5,315,581 6,398,452
) The following demands are utilized in this report: Shimek, Jacobs & Finklea High Density Single Family (3.2 persons/unit) 350 gpcd 700-gpcd L--Low Density Single Family (1.8 homes/acre)
500 gpcd 1,QOO gpcd "􀁾􀀮'􀀮􀀬 Apartments 3,000 gpad 6,000 gpad t,..., I Quorum Circle & Northern Undeveloped Areas 5,000 gpad 10,000 gpad 􀀮􀀬􀀮􀀮􀀮􀀮􀀬􀀬􀁾 '-Tollway Corridor 7,000
gpad 10,500 gpad ],.s-Midway Road Office/Commercial 3,000 gpad 4,500 gpad I r-: '.-) Commercial Retail 3,000 gpad 4,500 gpad J IS Industrial 3,000 gpad 4,500 gpad I. ) Schools/Recreation
Centers 3,000 gpad 4,500 gpad ' -), ..j gpcd = gallons per capital per day . gpad = gallons per acre per day The calculated demands for various land uses results in the following overall
system demands: f'F ---High Density Single Family (3.2 persons/unit) .1.13 2.27 􀁾 I Low Density Single Family (1.8 homes/acre) 0.26 0.51 I Apartments 0.76 1.52 Quorum Circle & Northern
Undeveloped Areas 1.37 2.75 I Tollway Corridor 2.55 3.83 , Midway Road Office/Commercial 0.24 0.37 Commercial Retail 1.37 2.05 􀁾 Industrial 1.70 2.55 , Schools/Recreation Centers 0.36
0.57 . 9.74 (mgd) 16.42 (mgd) I ... 1996 Water Distribution System Report Page 3
􀁾􀁾􀁾􀀭􀀭􀀮􀀮􀀭􀁾􀁾􀀡􀁟􀀭􀀭􀀭 TOWN OF ADDISON -ESTIMATED TYPICAL HOURLY WATER DEMAND CURVE I , 300 I I 50o -._---•---􀀬􀀬􀁾􀀯􀀮􀀱 200 1-1-----150 1-1-----100 1-1--.... 􀁾c250 1-1---􀁾f2w􀁾􀁾u.
ow(!) 􀁾zw􀁾 w a. c:( 􀁾UJ :E :3 g.cj 􀁾 00:00 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00
TIME Tuesday Aug. 29,1995 SHIMEK, JACOBS & FINKLEA Figure 1
, ", '.. , -.. , ", f.' , , -, ." " I ,, . ',.'
RTICAL PUMPS INGERSOLL-RAND. PUMPS MOTOR CAN BOLTING -) SlUDS WllH NUTS· I SO SQ----I 4 Holes 1.63 Dla. ) VIEW 􀁾 BOLT/NGI A307 "L" TfPE N. EMBEDMENT lNG: 16SUBMITTAL ;ES IN "THIS DRAWING
WILL SHIPPING DaAYS ADDI110NS \:r".I" , 500 H.P. Vertical SOUD Shaft 􀀮􀀮􀀺􀀮􀀽􀁾􀁒􀀮􀁐􀀮􀁍􀀮 3 Phase ---=6-=-0__Cycle 4160 Volts WP-2 Enclosure Mfg. ----'U=.S=.--=M=o=to=rs-=--__ DISCHARGE
HEAD -Type LF . -20LF Discharge Head 20 Plain End pischarge Nozzle Shaft Seal PACKED BOXBARREL 􀁟􀀭􀀽􀀮􀁾􀀳􀀷􀂣􀀮􀀺􀀺􀀵􀀽􀀭􀀭􀀭􀀭􀁟Wall With 24" Plain End Suction Pipe PUMP _2_ Stage
23LK Bowl T)1)e M Impeller 7000 USGPM 190 Ft. Total Heed MATERIALS Bowls A48-CL30 Barrel A36/A53-GR.B Impellers B584-C86500 Head A36/A53-GR.B Pump Shaft A276-GR416 Column ....A"""'3&:116:....-_
Bowl Bearings 8S0S-C84400 Uneshaft A276-GR416 Bearing Retainer A36 Uneshaft Brg. BURA-S Uneshaft Siv. 304 S.s. Driver Weight 4400 lb. Pump Werght 21200 lb. Pump wRl be shipped UNASSEMBLED
BAR CONSTRUCTORS CllY OF ADDISON, TX. CELESTIAL ROAD PUMP STATION Date: 8-24-87 87 Drawn 􀁂􀁹􀀮􀀭􀀭􀀭􀀺􀁖􀁾􀀮􀁁􀁾􀀮􀁾􀁈􀁾􀀬 ....--::-:::-:--::-_ Drg. No,: 871232GA REV. 2
"U oNtil 01 -c...: uu: TA: Err; (\ Ul -< (\::. rn ;lJ r= z r-... G\ D -1--"'Tl /' -< -rn '9 ;lJ 3: D 􀀭􀁾 ;lJ Arn -< 􀁾-w co 0WAA 􀁾---l 0 CD ,::.0 r'"1 H·-·-􀁩􀁾􀁬􀀺􀁙 􀁾􀀮 􀁾 􀁦􀀭􀁾􀀭
40-.-1i;"l "'D U'I 1.1 " 􀁉􀀭􀁬􀀱􀁾 -, '-'3°1 § B ;;0 rTJ 0 .20 6 I .., !Ii:: 􀁾 rrI 􀁾 -t rr1 ;;u ell 􀁾􀀧 I I I I I I , I I I I -1_1 􀁾 􀁾 c" 􀁊􀁾􀀢􀀦 t''''''-f' 1/5 C>r0 j 1/1·1 I
i 'f"I-v.: \ --'. ---, __..􀁾􀁾............ _'0_ /" I OIA. IN. (MM) -/,'-:--, .., ", /.T..I. r..--5t} /OJ ::I: o 300..,Gk 􀁾"'0 a􀁾 200-G::a U'I -1 USGPM • , J : ; I :40pO; I • : I I
'ddpo' : I : I I 􀀧􀁾􀁯􀁢􀀧 '/;,: ' , 􀁜􀁾􀀰􀀰􀀱􀀰􀀰􀀮􀀮􀁊􀁾 􀁾􀀼􀁴 IR. I I PERFDRUANC£ BA5EO ON PUWPI,.C ......... CLEAR WATER BELOW 1l5'f'...1H liSTED 23LKM ..,.,TlS. COLUMN LOSSES
"01' '''CLUOED. eo'M. -CAST 1R0ff ,,,PELLER -BRONZE: 10.3...:. r;t :;u U'I ma 􀁾 * 􀀭􀁾 *-l 0--l Dr"l] DG'l m.lSI CSI N** ( .... ( --::: \t !, . "". 'OV 􀁉􀁾 ........ ---'--:::.c..:.---"----"----"---
-"----'--.-'-.-.'.-.􀀽􀀮􀀭􀀭􀀭􀀭􀀮􀀭􀀮􀀭􀁾􀀭􀀭􀀭􀀭 ..... Ij
) TOWN OF ADDISON CELESTIAL PUMP STATION IMPROVEMENTS EXTENDED PERIOD SIMULATION (EPS) -PUMP SIZING WORKSHEET Job No.: Date: 97180 11/22/97 EXTENDED PERIOD SIMULATION -SUMMER DEMAND
SCENARIO Existin2 Pump 1 -9.75 MGD Proposed Pumn 2 -5.00 MGD Proposed Pump 4 -3.00 MGD Hydraulic Elevated Stora2e Hour Status Next Switch Pump Pump Head Discharge Status Next Switch
Pump Pump Head Discharge Status Next Switch ·Pump Pump Head Discharge Grade at Elevated Storage Elevated Storage *Elevated Storage Net Demand 􀁾􀁉 (O/C) Grade(ft) Flowrate fml!d (ft)
Velocity (£Os) (O/C) Grade(ft) Flowrate (mgd (ft) Velocity (£Os) (O/C) Grade (ft) Flowrate (mgd ift) Velocity ([os) PumpStation Water Elevation Tank Depth Flow(mgd) . (mgd) 0 C 762 C
769 C 770 775.03 776.00 39.00 -6.06 6.60 0:00 I C 0 773 4.95 191.04 7.17 0 775 2.70 192.08 5.31 771.20 768.14 31.14 1.10 6.55 7.65 2 C 0 4.93 191.43 7.14 0 2.68 192.48 5.28 772.00 769.56
32.56 -2.82 10.43 7.61 3 C 0 5.05 189.17 7.31 0 2.81 190.28 5.53 766.62 765.89 28.89 -8.94 16.80 7.86 4 0 0 , 767 8.81 206.15 6.25 0 4.99 190.24 7.22 0 2.75 191.90 5.41 787.47 754.30
17.30 8.24 8.31 16.55 5 0 8.23 212.04 5.84 0 4.78 198.67 6.92 0 2.52 196.Q7 4.96 793.33 765.01 28.01 5.28 10.25 15.53 6 C 762 0 4.82 194.71 6.98 0 2.55 195.24 5.03 774.49 771.84 34.84
-0.57 ." 7.94 7.37 7 C 0 4.84 194.20 7.00 0 2.57 194.86 5.06 773.88 771.10 34.10 0.19 7.22 7.41 8 C 0 4.83 194.54 6.99 0 2.56 195.12 5.04 774.45 771.35 34.35 2.42 4.97 7.39 9 C C 769
0 2.61 193.90 5.15 772.26 774.49 37.49 -10.91 13.52 2.61 10 0 767 8.47 209.76 6.00 0 773 5.07 188.85 7.34 0 2.61 193.97 5.14 790.42 760.33 23.33 5.42 10.73 16.15 11 C 762 0 4.91 192.19
7.10 0 2.65 193.21 5.21 770.54 767.37 30.37 2.21 5.34 7.56 12 C 0 4.85 193.97 7.01 0 2.58 194.69 5.08 773.37 770.24 33.24 2.45 4.97 7.43 13 C C 769 0 2.58 194.76 5.Q7. 773.55 773.43
36.43 -2.64 5.22 2.58 14 C 0 773 4.95 191.12 7.16 0 2.69 192.23 5.30 769.79 770.00 33.00 -10.98 18.62 7.64 15 0 767 8.80 206.34 6.24 0 4.97 190.54 7.20 0 2.73 192.30 5.38 785.94 755.75
18.75 2.07 14.43 16.50 16 0 8.27 211.62 5.87 0 4.80 198.10 6.94 0 2.54 195.66 4.99 791.03 758.43 21.43 13.06 2.55 15.61 17 C 762 C 769 C 770 775.28 775.37 38.37 -1.70 1.70 0.00 18 C
C C 772.89 773.18 36.18 -3.21 3.21 0.00 19 C 0 773 4.89 192.53 7.08 0 775 2.63 193.52 5.18 772.27 769.02 32.02 2.67 4.85 7.52 20 C 0 4.82 194.82 6.98 0 2.55 195.32 5.02 775.72 772.48
35.48 3.13 4.24 7.37 21 C C 769 C 770 771.27 776.53 39.53 -15.22 15.22 0.00 22 0 767 8.51 209.36 6.03 0 773 4.88 192.87 7.06 0 775 2.64 193.39 5.20 791.24 756.77 19.77 13.30 2.73 16.03
23 C 762 C 769 0 2.59 194.40 5.10 774.06 774.04 37.04 -3.29 5.88 2.59 24 C C 0 2.71 192.66 5.35 769.91 769.77 . 32.77 -2.74 5.46 2.71 25 C 0 773 5.01 189.84 7.25 0 2.75 191.70· 5.43
769.14 766.20 29.20 -0.30 8.07 7.76 26 C 0 5.10 189.33 7.38 O· 2.86 188.72 5.63 764.72 765.81 28.81 -13.15 21.10 7.96 27 0 767 9.16 202.21 6.49 0 5.11 189.20 7.39 0 2.88 188.04 5.67
782.94 747.85 10.85 8.35 8.79 17.15 28 0 8.53 209.08 6.05 0 4.89 192.60 7.08 0 2.64 193.38 5.20 789.83 759.59 22.59 5.03 11.04 16.06 29 29 0 8.11 213.13 5.75 0 4.74 200.08 6.86 0 2.47
197.10 4.87 793.51 766.10 29.10 5.25 10.07 15.32 30 C 762 C 769 0 2.58 194.78 5.07 772.40 772.94 35.94 -6.10 8.67 2.58 31 C 0 773 4.97 190.68 7.19 0 2.71 192.82 5.33 767.83 765.03 28.03
-0.82 8.49 7.68 32 C 0 5.00 189.96 7.24 0 2.75 191.72 5.42 765.96 763.97 26.97 -4.86 12.61 7.75 33 0 767 8.59 208.57 6.09 0 4.90 192.30 7.09 0 2.65 193.12 5.22 787.55 757.65 20.65 4.80
11.34 16.14 34 0 8.05 213.61 5.71 0 4.72 200.75 6.83 0 2.45 197.62 4.82 792.47 763.89 26.89 8.67 6.55 15.22 35 C 762 C 769 C 770 774.26 775.12 38.12 -5.70 5.70 0.00 36 C 0 773 4.87 193.11
7.05 0 775 2.61 194.02 5.14 770.80 767.74 30.74 1.90 5.58 7.48 37 C 0 4.82 194.75 6.98 0 2.55 195.27 5.03 773.21 770.21 33.21 1.98 5.40 7.37 38 C 0 4.77 199.09 6.90 0 2.50 196.55 4.91
775.69 772.78 35.78 1.87 5.40 7.27 39 C C 769 C 770 774.51 775.19 38.19 -5.03 5.03 0.00 40 C 0 773 4.89 192.74 7.07 0 775 2.65 193.05 5.23 771.90 768.67 31.67 2.63 4.91 7.54 41 C 0 4.86
193.57 7.03 0 2.59 194.37 5.11 773.25 772.07 35.07 -6.98 14.43 7.45 42 C 0 5.00 190.09 7.23 0 2.75 191.90 5.41 766.92 763.01 26.01 5.19 2.55 7.75 43 C 0 4.86 193.55 7.03 0 2.59 194.36
5.11 773.45 769.76 32.76 4.66 2.79 7.45 44 C C 769 C 770 770.91 775.80 38.80 -14.65 14.61 0.00 45 0 767 8:57 208.71 6.08 0 773 4.90 192.24 7.10 0 775 2.67 192.74 5.25 789.87 756.83 19.83
10.38 5.76 16.14 .46 C 762 0 4.86 193.44 7.04 o. 2.60 194.28 5.12 773.31 770.31 33.31 1.58 5.88 7.46 47 C 0 4.82 194.79 6.98 0 2.55 195.30 5.03 775.28 772.36 35.36 1.43 5.94 7.37 * (+)
Represents Elevated Storage Refill Rate (-) Represents Elevated Storage Flow into the Distribution System H:/Projeets!Addisonl97180lEPS/3_5SUM.wk4
97180 􀁾 11/22/97 􀁾 􀁹􀀨􀁾 Job No.: Date: ) EXTENDED PERIOD SIMULATION -WINTER DEMAND SCENARIO /Existiol!: Pump 1-9.75 MGD Proposed Pump 2 -5.00 MGD Proposed Pump 4 -3.00 MGD Hydraulic
Elevated Storal!:e , TOTAL Hour Status Next Switch Pump Pump Head Discharge Status Next Switch Pump Pump. Head Discharge Status Next Switch Pump Pump Head Discharge Grade at Elevated
Storage Elevated Storage "'Elevated Storage Net Demand PUMPAGE (O/C) Grade (ft) Flowrate Cml!d tft) Velocity (£Os) (O/C) Grade (ft) Flowrate Cml!d eft) Velocity (fus) (O/C) Grade (ft)
Flowrate Cml!d tft) Velocity (Cps) PumpStation Water Elevation Tank Deoth Flow (mgd) (mgd) (MGD) 0 C 757 C 767 C 769 775.32 776.00 39.00 -5.01 5.01 0.00 1 C C C 769.05 769.51 32.51 -4.01
4.01 0.00 2 C 0 772 5.19 187.82 7.52 0 775 3.00 183.61 5.91 767.83 764.31 27.31 1.78 6.42 8.19 3 C 0 5.03 189.48 7.28 0 2.97 184.87 5.84 769.52 766.60 29.60 -1.23 9.22 8.00 4 C 0 5.04
189.34 7.29 0 2.97 184.71 5.85 768.64 765.03 28.03 2.90 I 5.11 8.01 5 C 0 4.89 192.53 7.08 0 2.63 193.51 5.18 771.73 768.87 31.78 1.21 6.31 7.52 6 C 0 4.82 194.66 6.98 0 2.81 190.32
5.53 773.63 770.34 33.34 2.72 4.91 7.63 7 C C 767 0 2.77 191.30 5.46 774.17 773.87 36.87 -1.69 4.46 2.77 8 C C 0 2.60 194.22 5.12 772.04 771.67 34.67 -0.46 3.06 2.60 9 C C 0 2.88 188.00
5.67 770.78 771.08 34.08 -5.44 8.32 2.88 10 C 0 772 5.04 189.34 7.29 0 2.97 184.71 5.85 767.36 764.03 27.03 1.39 6.62 8.01 11 C 0 4.92 191.85 7.12 0 2.89 187.52 5.70 769.72 765.82 28.82
4.55 3.26 7.81 12 C 0 4.75 199.80 6.87 0 2.67 192.72 5.26 775.29 771.74 34.74 4.36 3.06 7.42 13 C C 767 C 769 776.42 776.71 39.71 -3.21 3.21 0.00 14 C C C 770.53 772.55 35.55 -9.02 9.02
0.00 15 C 0 772 5.21 187.26 7.55 0 775 3.03 182.24 5.97 764.03 760.83 23.83 -0.63 8.87 8.24 16 C 0 5.16 188.44 7.46 0 3.00 183.60 5.91 764.88 760.02 23.02 6.60 1.55 8.16 17 C 0 4.82
194.95 6.97 0 2'.55 195.41 5.02 772.74 768.61 31.61 6.31 1.05 7.37 18 C C 767 C 769 776.67 776.79 39.79 -2.00 2.00 0.00 19 C C C 773.92 774.18 37.18 -3.01 3.01 0.00 20 C C C 770.08 770.28
33.28 -2.61 2.61 2.61 0.00 21 C 0 772 4.93 191.61 7.13 0 775 2.90 187.23 5.72 767.71 766.90· 29.90 -1.19 9.02 7.83 22 C 0 4.90 192.20 7.10 0 2.88 187.88 5.68 769.74 765.36 28.36 6.08
1.70 7.78 23 C C 767 0 2.75 191.81 5.42 773.63 773.26 36.26 -0.86 3.61 2.75 24 C I c 0 2.79 190.68 5.50 772.55 772.14 35.14 -0.57 3.36 2.79 25 C C ·0 2.83 189.74 5.57 771.66 771.40 34.40
-2.14 4.96 2.83 26 C C 0 2.92 186.53 5.76 768.20 768.64 31.64 -6.10 9.02 2.92 27 C 0 772 5.19 187.90 7.50 0 2.99 183.80 5.90 764.42 760.70 23.70 2.77 5.41 8.18 28 C I 0 4.94 191.30 7.15
0 2.68 192.35 5.29 767.29 764.32 27.32 0.86 6.77 7.62 29 C 0 4.90 192.27 7.09 0 2.88 187.95 5.68 768.62 765.42 28.42 1.62 6.16 7.78 30 C 0 4.82 194.67 6.98 0 2.80 190.33 5.53 770.72
767.52 30.52 2.27 5.36 7.62 31 C 0 4.80 198.01 6.95 0 2.65 193.10 5.22 773.53 770.46 33.46 2.24 5.21 7.45 32 C C 767 0 2.64 193.23 5.21 773.09 773.37 36.37 -5.21 7.77 2.64 33 C 0 772
4.83 194.62 6.98 0 2.81 190.28 5.53 769.66 766.71 29.71 0.67 6.97 7.64 34 C 0 4.77 198.98 6.91 0 2.75 191.93 5.41 5.41 770.98 767.58 30.58 3.51 4.01 7.52 I 35 C C 767 0 2.63 193.55 5.18
772.48 772.14 35.14 -0.88 3.51 2.63 36 C C 0 2.68 192.41 5.28 771.35 770.99 33.99 -0.78 3.46 2.68 37 C I c 0 2.76 191.57 5.44 770.40 769.99 32.99 -0.55 3.31 2.76 38 C C 0 2.79 190.77
5.49 769.70 769.29 32.29 -0.52 3.31 2.79 39 C I c 0 2.81 190.04 5.54 769.05 768.61 31.61 -0.24 3.06 2.81 40 C C 0 2.83 189.60 5.57 768.74 768.30 31.30 -0.18 3.01 2.83 41 C C 0 2.87 188.47
5.65 767.64 768.06 31.06 -6.01 8.87 2.87 42 C 0 772 4.99 190.28 7.22 C 2.94 185.75 5.80 764.85 760.26 23.26 6.38 1.55 7.93 43 C 0 4.74 199.96 6.87 0 2.66 192.90 5.24 772.50 768.55 31.55
5.70 1.70 7.40 44 C C 767 C 769 773.93 775.94 38.94 -8.97 8.97 0.00 45 C 0 772 4.86 193.45 7.04 0 775 2.84 189.14 5.60 768.01 764.31 27.31 4.15 3.56 7.70 46 C 0 4.78 198.78 6.92 0 2.62
193.82 5.16 773.06 769.86 32.68 3.79 3.61 7.40 47 C C 767 0 2.53 195.86 4.98 774.94 774.59 37.59 -0.78 3.31 2.53 ) TOWN OF ADDISON CELESTIAL PUMP STATION IMPROVEMENTS EXTENDED PERIOD
SIMULATION (EPS) -PUMP SIZING WORKSHEET '" (+) Represents Elevated Storage Refill Rate (.) Represents Elevated Storage Flow into the Distribution System H:/ProjectslAddison/97180IEPS/3_5WIN.wk4
') TOWN OF ADDISON CELESTIAL PUMP STATION IMPROVEMENTS EXTENDED PERIOD SIMULATION (EPS) -PUMP SIZING WORKSHEET ) Job No.: Date: 97180 10128/97 EXTENDED PERIOD SIMULATION --SU-M-ME-R
DEMAND SCENARIO f 􀁛􀀧􀁾 􀁪􀁾 Existiosz Pump 1 -9.75 MGD Proposed Pump 2 -3.00 MGD Proposed Pump 4 -2.00 MGD Hydraulic Elevated Stora2e II TOTAL I Hour Status Next Switch Pump . Pump
Head Discharge . Status Next Switch Pump Pump Head Discharge Status Next Switch Pump Pump Head Discharge Grade at Elevated Storage Elevated Storage "Elevated Storage Net Demand PUMPAGE
(O/C) Grade (ft) Flowrate (mild .,if\) Velocity ifns) (O/C) Grade (ft) Flowrate (mgd (ft) Velocity (fos) (O/C) Grade (ft) Flowrate (mild if\) Velocity (Ins) PumoStation Water Elevation
Tank Deoth Flow (mgd) (mild) (MGD) 0 C 766 0.00 0 772 2.88 187.76 5.68 0 775 1.88 . 186.82 5.34 772.06 771.00 34.00 1.30 6.06 4.76 1 C 0.00 . 0 2.94 . 185.80 5.79 0 1.92 184.84 5.45
.' 770.38 769.33 32.33 1.69 6.55 4.86 2 C 9.04 187.77 6.41 0 3.03 182.08 5.96 0 1.98 181.81 5.63 767.51 767.13 30.13 5.42 10.43 14.05 3 0 771 9.05 187.62 6.42 0 3.01 183.29 5.94 0 1.98
181.94 5.62 768.58 760.09 23.09 2.76 16.80 14.04 4 0 I 8.69 193.50 􀁾 6.16 0 3.02 183.14 5.94 0 1.98 181.87 5.62 767.36 756.51 19.51 -5.74 8.31 13.69 5 0 8.43 197.70 5.98 0 2.84 189.03
5.60 0 1.85 188.46 5.24 773.11 763.97 26.97 -3.13 10.25 13.12 6 0 0.00 0 2.62 192.98 5.17 0 1.75 192.15 4.97 777.03 768.03 31.03 -4.86 7.94 4.37 7 C 766 0.00 C 768 0 1.79 190.28 5.09
773.81 774.33 37.33 5.42 7.22 1.79 8 C 0.00 0 772 2.94 185.71 5.80 0 1.92 187.74 5.46 768.54 767.30 30.30 0.10 4.97 4.86 9 C 0.00 0 3.01 183.56 5.92 0 1.97 182.58 5.58 766.64 767.16
30.16 8.55 13.52 4.98 10 0 771 9.08 187.17 6.44 0 3.09 182.68 5.97 0 1.99 181.48 5.65 766.17 756.Q7 19.07 -3.37 I 10.73 14.16 11 0 8.74 192.77 6.20 0 2.86 188.31 5.64 0 1.88 187.11 5.54
771.59 760.43 23.43 -8.14 5.34 13.48 12 C 766 0.00 0 2.82 189.64 5.56 0 1.84 188.73 5.22 772.12 771.00 34.00 0.31 4.97 4.66 13 C 0.00 0 2.85 188.80 5.61 0 1.86 187.87 5.27 771.72 770.60
33.60 0.51 5.22 4.71 14 C 0.00 0 2.98 184.38 5.87 0 1.95 183.40 5.54 767.24 769.94 32.94 13.68 18.62 4.93 15 0 771 9.28 183.71 6.15 0 3.12 179.14 6.15 0 2.06 177.85 5.85 761.83 752.10
15.10 0.03 14.43 14.46 16 0 9.02 188.Q7 6.40 0 .3.00 183.60 5.92 0 1.97 182.33 5.60 765.76 752.14 15.14 -11.45 2.55 13.99 17 0 8.27 200.04 5.87 0 2.75 191.73 5.41 0 1.67 195.70 4.75
778.78 767.09 30.09 -10.99 1.70 12.69 18 C 766 0.00 C 768 C 773 766.02 776.32 39.32 3.21 3.21 0 19 C 0.00 C 0 775 1.86 188.03 5.26 772.08 772.15 35.15 3.00 4.85 1.86 I 20 C 0.00 C 0
1.95 183.75 5.52 768.03 768.27 31.27 2.30 4.24 1.95 21 0 771 8.74 192.67 6.20 0 772 2.87 188.26 5.64 0 1.88 187.06 5.32 773.41 765.28 28.28 1.74 15.22 13.49 22 0 8.60 194.94 6.10 0 2.79
190.53 5.50 0 1.83 189.39 5.18 775.08 763.03 26.03 -10.49 2.73 13.22 23 C 766 0.00 C 768 C 773 775.73 776.64 39.64 5.88 5.88 0 24 C 0.00 C 0 775 1.94 183.76 5.52 768.89 769.02 32.02
3.51 5.46 1.94 25 0 771 8.72 193.04 6.18 0 772 2.86 188.55 5.63 0 1.87 187.39 5.50 774.42 764.46 27.46 -5.38 8.07 13.45 26 C 766 766 0.00 0 3.01 183.29 5.93 0 1.97 182.30 5.60 767.37
771.43 34.43 16.12 21.10 4.98 27 0 771 9.36 182.47 6.63 0 3.15 177.86 6.21 0 2.09 176.58 5.92 761.76 750.17 13.17 -5.80 8.79 . 14.6 28 0 8.99 188.68 6.37 0 2.99 184.21 5.88 0 1.96 182.88
5.57 767.81 758.04 21.04 -2.90 11.04 13.94 29 0 8.75 192.49 6.21 0 2.87 188.03 5.66 0 1.88 186.82 5.34 777.19 761.80 24.80 -3.44 10.07 13.5 30 0 8.48 196.89 6.02 0 2.72 192.44 5.36 0
1.77 191.29 5.02 775.28 766.28 29.27 -4.30 8.67 12.97 31 C 766 0.00 0 2.78 190.72 5.48 0 1.82 189.84 5.15 772.42 771.86 34.86 3.89 8.49 4.6 32 C 0.00 0 2.96 185.Q7 5.84 0 1.94 184.10
5.91 766.52 766.81 29.81 7.71 I 12.61 4.9 33 0 771 8.97 188.98 6.36 0 2.98 184.52 5.87 0 1.96 183.20 5.55 766.43 756.80 19.80 -2.56 11.34 13.91 34 0 8.70 193.46 6.17 0 2.84 188.99 5.60
0 1.85 188.41 5.24 770.59 760.13 23.10 -6.84 6.55 13.39 35 0 8.23 200.90 5.84 0 2.50 196.15 4.92 0 1.68 195.45 4.76 778.24 769.01 32.01 -6.71 5.70 12.41 36 C 766 0.00 C 768 C 773 775.56
776.39 39.39 5.58 5.58 0 37 C 0.00 C 0 775 1.88 186.88 5.33 769.02 769.16 32.16 3.52 5.40 1.88 38 0 771 8.51 196.44 6.03 0 772 2.74 192.03 5.39 0 1.78 190.86 5.05 774.97 764.60 27.60
-7.63 5.40 13.03 39 C 766 0.00 C 768 0 1.77 191.36 5.02 774.37 774.48 37.88 3.26 5.03 1.77 40 C 0.00 C 0 1.88 186.78 5.34 770.19 770.25 33.25 3.03 4.91 1.88 I 41 0 8.61 194.75 6.11 0
772 2.80 190.35 5.51 0 1.83 189.20 5.19 774.29 766.31 29.30 1.19 14.43 13.24 42 0 8.46 197.28 6.00 0 2.64 192.56 5.20 0 1.76 191.72 5.00 776.29 764.79 27.79 -10.31 2.55 12.86 43 C 766
0.00 C 768 C 773 776.48 776.71 39.71 2.79 2.79 0 44 C 0.00 C 0 775 1.91 185.64 5.41 769.79 773.09 36.09 12.71 14.61 1.91 45 0 771 &:98 188.83 6.37 0 772 2.98 184.37 5.88 0 1.96 183.12
5.55 768.32 756.59 19.59 -8.16 13.92 13.92 46 0 8.46 197.28 6.00 0 2.64 192.56 5.20 0 1.76 191.71 5.00 777.06 767.18 30.18 -6.98 5.88 12.86 47 C 766 0.00 C 768 C 773 775.30 776.23 39.23
5.94 5.94 0 " (-) Represents Elevated Storage Refill Rate (+) Represents Elevated Storage Flow into the Distribution System H:/ProjectslAddison/97180IEPSI2_3SUM.wk4
TOWN OF ADDISON CELESTIAL PUMP STATION IMPROVEMENTS EXTENDED PERIOD SIMULATION (EPS) -PUMP SIZING WORKSHEET EXTENDED PERIOD SIMULATION -WINTER DEMAND SCENARIO Job No.: Date: 97180 11/22/97
ExistiOl!: Pump 1 -9.75 MGD Proposed Pump 2 -3.00 MGD Proposed Pumo 4 -2.00 MGD Hydraulic Elevated Storal!:e I TOTAL Hour. Status Next Switch . Pump Pump Head Discharge Status Next Switch
Pump Pump Head Discharge Status Next Switch Pump Pump Head Discharge Grade at Elevated Storage Elevated Storage ·Elevated Storage Net Demand IpUMPAGE (O/C) Grade (ft) Flowrate Cme:d
(ft) Velocity (fos) (O/C) Grade (ft) Flowrate Cme:d) (ft) Velocitv (fos) (O/C) Grade (ft) Flowrate (mgd (ft) Velocity (fos) PumoStation Water Elevation Tank Deoth . Flow(me:d) . (mgd)
I CMGm 0 C 757 C 767 C 769 775.32 776.00 39.00 -5.01 5.01 0.00 1 C C C 769.05 769.51 32.51 -4.01 4.01 0.00 2 C a 772 2.83 189.48 5.58 a 775 1.94 189.72 3.82 765.30 764.31 27.31 -1.64
6.42 4.77 3 C a 2.89 187.66 5.69 0 1.98 187.02 3.90 762.70 762.16 25.16 -4.35 9.22 4.87 4 a 767 I 9.04 187.82 6.41 a 2.76 191.52 5.44 a 1.89 192.51 3.73 767.77 756.50 19.50 8.58 5.11
13.69 5 C 757 a 2.71 192.71 5.34 a 1.85 194.69 3.65 768.54 767.64 30.64 -1.75 6.31 4.56 6 C a 2.76 191.61 5.43 a 1.88 192.94 3.71 766.48 765.38 28.38 -0.27 . 4.91 4.64 7 C a 2.76 191.50
5.44 0 1.89 192.77 3.72 766.18 765.03 28.03 0.19 4.46 4.65 8 C a 2.75 191.79 5.42 a 1.88 193.22 3.70 766.56 765.27 28.27 1.57 3.06 4.63 9 C a 2.72 192.60 5.61 0 1.86 194.48 3.65 767.86
767.30 30.30 -3.75 8.32 4.58 10 C a 2.82 189.89 5.55 a 1.93 190.34 3.80 763.39 762.44 25.44 -1.87 6.62 4.75 11 C a 2.86 188.55 5.64 a 1.96 188.33 3.86 761.38 760.01 23.01 1.56 3.26 4.82
12 C a 2.81 190.07 6.01 0 1.92 190.62 3.79 763.39 762.04 25.04 1.68 3.06 4.73 13 C a 2.76 191.52 5.44 a 1.89 192.82 3.71 765.51 764.24 27.24 1.44 3.21 4.65 14 C a 2.73 192.19 5.39 0
1.87 193.84 3.68 766.52 766.09 29.09 -4.42 9.02 4.60 15 C a 2.86 188.54 5.64 a 1.96 188.37 3.86 760.95 760.35 23.25 -4.05 8.87 4.82 16 a 767 8.90 190.16 6.31 a 2.69 192.21 5.30 a 1.84
195.24 3.63 767.53 755.11 18.11 11.87 1.55 13.43 17 C 757 a 2.56 195.09 5.04 0 1.75 199.36 3.44 771.94 770.51 33.51 3.24 1.05 4.31 18 C C 767 a 1.69 201.04 3.34 774.89 774.73 37.73 -0.31
2.00 1.69 19 C C a 1.71 200.60 3.37 774.43 . 774.33 37.33 -1.30 3.01 1.71 20 C C a 1.74 199.43 3.43 772.80 772.66 35.66 -0.86 2.61 1.74 21 C C a 1.79 197.65 3.52 770.51 771.53 34.53
􀁾􀀷􀀮􀀲􀀳 9.02 1.79 22 C a 772 2.80 190.35 5.52 a 1.91 191.53 3.76 763.70 762.14 25.14 3.01 1.70 4.71 23 C a 2.71 192.85 5.33 a 1.85 194.88 3.64 767.21 766.04 29.04 0.95 3.61 4.56 24
C a 2.68 192.55 5.27 a 1.83 195.97 3.60 768.45 767.28 30.28 1.14 3.36 4.51 25 C a 2.64 193.29 5.20 a 1.80 197.06 3.55 769.76 768.77 31.77 -0.52 4.96 4.44 26 C a 2.67 192.64 5.26 a 1.82
196.11 3.59 768.46 768.09 31.09 -4.53 9.02 4.49 ·27 C a 2.79 190.72 5.50 0 1.91 191.59 3.76 763.29 762.21 25.21 -0.71 5.41 4.70 28 C a 2.81 190.08 5.54 a 1.92 190.62 3.79 762.20 761.27
24.27 -2.03 6.77 4.73 29 C a 2.87 188.40 5.65 a 1.96 188.12 3.86 759.73 758.65 21.65 -1.33 6.16 4.83 30 a 767 8.85 190.97 a 2.68 192.55 5.27 0 1.83 195.74 3.61 767.48 756.91 19.91 7.99
5.36 13.36 31 C 757 a 2.63 193.62 5.24 a 1.79 197.53 3.53 768.24 767.29 30.29 -0.79 5.21 4.42 32 C a 2.66 192.94 5.24 a 1.81 196.56 3.57 766.85 766.25 29.25 -3.30 7.77 4.47 33 C a 2.75
191.76 5.42 0 1.88 193.20 3.70 762.81 761.97 24.97 -2.34 6.97 4.63 34 C a 2.81 190.18 5.99 a 1.92 190.77 3.78 760.19 758.95 21.95 0.72 4.01 4.73 35 C a 2.79 190.89 5.49 0 1.90 191.84
3.75 761.14 759.88 22.88 1.88 3.51 4.69 36 C a 2.75 191.88 5.41 a 1.88 193.37 3.70 762.64 761.40 24.40 1.17 3.46 4.63 37 C a 2.71 192.79 5.34 a 1.85 194.79 3.64 764.14 762.93 25.93 1.25
3.31 4.56 38 C a 2.67 192.69 5.26 0 1.82 196.18 3.59 765.73 764.56 27.56 1.18 3.31 4.49 39 C a 2.63 193.53 5.18 a 1.79 197.39 3.53 767.24 766.07 29.07 1.37 3.06 4.42 40 C a 2.59 194.51
5.10 0 1.76 198.66 3.47 768.99 767.86 30.86 1.34 3.01 4.35 41 C a 2.56 195.04 5.05 0 1.75 199.29 3.44 769.91 769.61 32.61 -4.56 8.87 4.31 I 42 C a 2.68 192.49 5.44 a 1.83 195.88 . 3.60
765.08 763.69 26.69 2.95 1.55 4.51 43 C a 2.59 194.52 5.09 a 1.76 198.69 3.47 768.84 767.52 30.52 2.65 1.70 4.35 44 C a 2.53 195.84 4.98 a 1.72 200.16 2.25 771.18 770.94 33.94 -4.72
8.97 4.25 45 C 0 2.65 193.05 5.23 a 1.81 196.72 3.56 765.95 764.84 27.84 0.90 3.56 4.46 46 C a 2.62 193.70 5.23 a 1.79 197.61 3.52 767.08 765.99 28.99 0.80 3.61 4.41 47 C a 2.60 194.30
5.12 0 1.77 198.40 3.49 768.14 767.04 30.04 1.06 3.31 .. 4.37 • (+) Represents Elevated Storage Refill Rate (-) Represents Elevated Storage Flow into the Distribution System H:/ProjectslAddisonl97180
lEPS12_3WIN.wk4
'1"\1".,1 I 􀀧􀀽􀀱􀁾􀀭􀀧 cl • :J.=> ,.., ,".....---:.:'I"i.----'·-··-·--...--.........􀀭􀂷􀂷􀀭􀀢􀀻􀀢􀁾􀀭􀀭􀀭􀁾􀀭􀀧 Cf;2 _•..... 􀁾􀀮---.......------:------GAGlNG TABLE FOR lMM 􀁇􀁁􀁾
FLUTED COL ELEvA TEO TANK 􀁗􀀧􀀴􀀲􀀢􀂷􀁁􀁃􀁃􀁥􀁾􀁓 'TUBE 􀁄􀁉􀁁􀀽􀀷􀀴􀀱􀀭􀀰􀁾􀀮 CONe SLOPE=45 OEG. e+M HO 􀁒􀁁􀁏􀀽􀁾􀀴􀀮􀀴􀀱􀀰􀀲􀂷􀀮 eeL 37" ABV TR eTM ...." _. 􀁾 '" ' ' .._ '-" -._---------_._..
.. 5 1 \ 4 10 1 1"0 0'-0 4'-0 􀁾􀀧􀀭􀁯 7'-0 3 1 -0 0'-0 2 1 -0 \1'-0 \3'-0 12'-0 lu'-O _ d'-() ..__ __ . 1 2 :\ 7 8 . q CAp·,i,c-rrTE··s··· t NO'5 G1\ L.L. ON!, "' ..,. . O. 402. A14.
12J1. 166Q. 2112. .2 56ii·. . -''jif2·ii"•."." 3 soo • 3'Q'8·3.·· "" "4416. A 91 􀁾􀀮 􀀵􀀴􀁥􀀻􀀬􀁾􀀮 6014. 6547. 7089. 71;41. 6203. tH7'i, 􀀹􀀧􀁊􀀧􀁓􀀶􀁾􀀧 Q94A. 10549', 'fi1SQ, 􀁉􀁴􀀱􀀱􀀹􀁾
12409. 13048. 13597. 14355, 15023, 15701, 􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀮􀁾􀀮􀀮􀀮􀀮􀀮􀀮􀀮􀀮􀀮􀀮􀀮􀀮􀀮 ""i 6ji;Y:" ..···_···.. 􀁔􀂷􀀷􀀨􀁲􀀸􀂷􀀳􀀧􀁾 ....·--··· . i 7·1'a ci".' i"'ASt'l·4.' "'.. •·..􀀭􀁔􀀹􀂷􀁾􀂷􀁾􀀧􀁡
􀀢􀀻􀂷 􀂷􀁩􀀢􀁱􀀧􀁾􀁾􀀢􀀲􀂷􀀮 2u104. 21456. 􀀲􀀲􀀲􀀱􀁾􀀮 2?988. 2316A. 24557. 􀀺􀀲􀁾􀀳􀀵􀀴􀀮 26161. 26C)77. 27802. 􀁾􀁦􀁡􀁴􀀾􀀳􀀨􀀻􀂷􀀮 29479. 30:'331. 􀀳􀀱􀀳􀁾􀀶􀀮 '2503. 3J67S. 34861.
36053. 37252. 􀀳􀁡􀁾􀁾􀀹􀀮 39675. 􀀴􀀰􀀸􀀹􀁾􀀮 􀀴􀀲􀀱􀀳􀁾􀀮 43370. 􀁾􀀴􀀵􀀱􀀹􀀬 45675. 41140. 4A413. 49695. 50984. 􀀵􀁩􀀲􀀧􀁾􀀳􀀢􀁾􀀧 􀀢􀁓􀁾􀂷􀀳􀀢􀀵􀂷􀁾􀂷􀀹􀀮 .... 54904. St.·2'2"/r;"'"
... '''51'1;6'0''. 􀀢􀀵􀁬􀁾􀀹􀀧􀀨􀀩 1. Cl02:::iO. 61607. 62974. 64349. 65132. 67125. 68526, ;i99·]·5. 11354, 72181. 􀀷􀀴􀁾􀀱􀀷􀀮 156'62. 71111i. 7A57 fJ. ROOSI. 61531. A3021. 8451.0.
A602Ff. 1'3'7"5'44. 􀁾􀀹􀀰􀀷􀀰􀀮 9060S.· 􀁾􀀧􀁾􀁦􀀴􀁃􀀩􀁾 93703. Q5265. 96e37. QS41A. 100009. 􀀱􀀰􀀱􀁾􀀰􀀸􀀮 103217. 􀁩􀀢􀁏􀀧􀀴􀀸􀁾􀁊􀀶􀁾􀀢􀀧 " .. ·..T"(>"646'"3·.· 100 i 0 1 , 1'0'9
􀀱􀀴􀂷􀀱􀂷􀁾􀂷􀂷􀂷􀁙􀁜􀁔􀀴􀂷􀁯􀂷􀀳􀂷􀁾􀂷 "i'1' O't\9 􀁾 1\4744. 116429. l1U123. 􀁉􀀱􀁑􀀸􀁾􀀷􀀮 121541. 1i:!3264. 12499'7. 12673(,/. 12!jtL92. 130254. ·(32D2t/). 􀀱􀀳􀁾􀁂􀁦􀀢􀀩􀀸􀁾 135600.
􀀱􀀳􀀷􀁾􀁏􀁬􀀮 L392L3. 14\034. 􀀱􀀴􀀲􀁁􀀶􀁾􀀮 144701. 14655R. 148420. 1Coi029\. 􀁴􀀵􀀲􀀢􀁩􀀱􀁪􀁾 l"S4(j"64. 15596'6. 157878. l5QdOl, 161733, 16361b. 16562Q. 1675q3. 169561. 􀀧􀁬􀀧􀁩􀁬􀀭􀁓􀀧􀁓􀁬􀁾􀀧
173545. i'ts·s·SO.·· ""(7'75'6'6. 1'795Q2,' v 18 16 2 R• 1d '3 6 7 5 • 1 'i 57 3 :3 • 1 e7 a0 1 • ..-----1A9 98Cl • \ 9 1 96 9 • 1Q406? i"96"'nfC)". 1 Qu JO I .20'0·j+"34·,· 􀂷􀁾􀁲􀁣􀁮􀁐􀁬􀀢􀀷􀂷􀀮
204'731, ./20b89S. 209(l71, 2\1257. 213455. 􀀲􀀱􀀵􀀶􀀶􀁾􀀮 217882. '. 2'2 􀀶􀁔􀁦􀁪􀁾􀀧􀀢 􀀢􀀺􀀲􀀢􀀲􀀲􀀧􀀳􀀵􀀭􀀴􀀧􀁾 22'4'6'06". 􀂷􀂷􀀲􀂷􀂷􀀲􀁑􀁥􀀢􀀷􀀢􀁏􀂷􀁾􀀭􀂷􀂷􀂷􀂷􀁟􀂷􀁟􀂷􀂷􀂷􀀭􀀲􀂷􀀲􀂷􀀹􀁔􀀴􀀴􀂷�
� 􀀲􀀳􀀧􀀨􀀧􀀴􀀳􀂷􀀰􀁾􀂷􀂷 14'-0 􀁾􀀳􀀳􀀷􀀲􀀷􀀮 236035. 238354. 240685. 243027. 245380. 􀀭􀀭􀀭􀀭􀀭􀀮􀁾􀀭􀀮􀀭􀀭􀀮􀀭....􀁾􀀮􀀬 '" .􀀧􀀢􀁾􀁴􀀴􀂷􀀷􀁾􀂷􀀴􀀴􀀭􀀻..-'..􀂷􀀭􀂷􀀭􀀺􀁲􀁾􀁃􀁔􀀲􀀢􀁾􀁾􀂷􀂷
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f.Q949:1. 701 􀀱􀀶􀁾􀀬 711868. 714543, 7172tR. 􀀷􀁾􀀷􀁾􀀱􀁾􀀮 􀀷􀁊􀁏􀁾􀁑􀀴􀀮 􀀱􀀳􀀳􀀲􀁾􀁑􀀮 􀀷􀀴􀁊􀁾􀁾􀁾􀀮 􀀷􀀴􀀶􀁾􀀴􀀴􀀮 74Q31q. 760'U 􀀱􀀧􀁾􀀧 762694. 􀀷􀀶􀁾􀀳􀀶􀀹􀀮 􀀿􀀷􀀶􀁾􀀶􀀹􀀮
􀀱􀀷􀀸􀀷􀀴􀁾􀀮 781420. 7Q2120. 7Q4795. 797470. BOQ170. 􀀸􀀱􀀰􀁾􀀴􀀡􀀵􀀮 '31.1520. H24220. 􀁡􀀲􀀶􀁾􀁱􀀵􀀮 R2Q570. £\(61)271. 842Q46. 1'145621. eS!l321. 􀁡􀁾􀁡􀁱􀀹􀀱􀀧􀀩􀀮 Aoto71. H7'2J'71.
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Q11140. Q74023. 􀁾􀀸􀀴􀀷􀀲􀀳􀀮 􀀹􀀸􀀱􀀳􀀹􀁾􀀮 9900?3. 1000773. iOOJ44f'l. 1006123. 10161:324. 101Q490 • 1022174. 10.32674. 1035549. 10.38224. 􀁬􀁮􀀴􀁾􀁾􀀲􀀴􀀧􀀮 . 1051,99. 1054'274.'
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"69445. \.»05495. b2154"\. y63 "596. 􀁾􀁓􀀳􀀶􀀴􀀶􀀮 1.86 􀁾􀀶􀀹􀀶􀀮 d!3574fol. VJD 1197. 􀁾􀀱􀀷􀁂􀀴􀀷􀀮 t./" 3 311 CJ 7. 􀁾􀀴􀀹􀀹􀀴􀀷􀀮 37'-0 v <il6S()98. Gl8204e. . 99S09n. 101414Q.
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· .. ) GEOTECHNICAL INVESTIGATION WATER STORAGE RESERVOIR ADDISON, TEXAS INTRODUCTION This report presents the results of a geotechnical 􀁩􀁮􀁶􀁥􀁳􀁾􀁩􀁧􀁡􀁴􀁩􀁯􀁮 performed at the site
of the proposed Water Storage Reservoir to be located on the west side of Celestial Road in Addison, Texas. The purpose of this investigation was to determine the subsurface soil and
limestone strata present at the site, evaluate the bearing capacity and plasticity characteristics of the various strata and to make recommendations concerning the design of the foundation
system for this project. FIELD EXPLORATI ON The core borings were drilled at the locations shown on Plate No. lby means of a truck-mounted rotary core drilling rig. Undisturbed samples
of the cohesive soils were obtained by means of thin-walled Shelby tube samplers. The underlying limestone formation was cored continuously by means of a double tube core barrel equipped
with a saw-tooth bit. The various soil and limestone strata encountered are shown on the attached Boring Logs. The results of the pocket penetrometer tests perfonmed in the laboratory
on the cohesive soils are also shown on the Boring Logs. Upon completion of the borings, the holes were bailed of drilling fluid to the depths indicated and water observations. were
made. The results of these water observations are reported on the Boring Logs. The elevations reported on the Boring Logs are estimates based on the topographic survey provided our firm.
.JOHN H. HAYNES & ASSOCIATES, INC Soil & FoundatIon EngIneer's
2 LABORATORY TESTS All samples were sealed in plastic to prevent moisture loss, placed in core boxes and .transported to the soi 15 laboratory for further examination and testing. In
the laboratory, representative samples of the cohesive soils were tested to determi ne their Atterberg Limi ts and exi sting moi sture contents. These results are reported on Plate No.2.
Representative samples of the unweathered limestone were tested to evaluate their unconfined compressive strength characteristics. The results of these laboratory tests are presented
on Plate No.3. SITE COND IT IONS Based on the test borings, the site was found to be underlain by moderately active CL and CH clay soils to depths ranging from about 0.5 to 6 feet. These
clay soils have a plasticity index (PI) of about 16 to 24. At their present high moisture content, the existing clay soils are considered to have only a slight potential for future swell.
These overburden soils are underlain by the Austin Chalk Limestone Formation. In its unweathered state, the limestone is gray in color and firm but contains some tan fractured limestone
bands, shale bands and some fractured zones. The gray unweathered limestone stratum was encountered at depths ranging from about 3 to 12 feet. The elevation of the firm gray unweathered
limestone stratum was found to range from about 571 to 574 feet at Boring Nos. 3 and 4 to about 590 to 595 feet at Boring Nos. 2 and 6. The upper layer of weathered limestone is tan
in color, fractured to varying degrees and soft to fi rm. Based on the water observations, it appears that ground water is present in the area of Boring No.4 (dri I led nearest the creek)
at depths of about 6 feet. Ground water encountered in this area should be in the form of seepage .JOHN H. HAYNES & AS·SOCIATES. 'Ne: So,I & 􀁆􀁑􀁵􀁮􀁤􀁡􀁾􀀧􀁑􀁮 Englneel"s
3 through 􀁴􀁨􀁾 fractures present in the tan weathered limestone. Water from the adjacent creek is apparently flowing through the fractured upper layer of wea the red limes tone. DESIGN
REQUIREMENTS Based on the topographic survey provided our finn, it appears that the si te slopes toward the creek (Jocatedabout 50 to 1.00 feet east of the west property line) with a
fall of about 40 feet. It is understood that the base of the water storage reservoir and the floor of the pump house are to be situated at about Elevation 567 feet. It therefore appears
that cuts ranging from about 10 to 30 feet will be required in the water storage reservoir area while cuts of about 30 to 33 feet will be required in the area of the pump house. Based
on the results of the core borings, it appears that the water storage reservoi r wi 11 be founded about 4 to 23 feet below the surface of the firm gray unweathered limestone stratum.
The pump house will be founded about 28 feet below the surface of the firm gray unweathered limestone stratum. The excavation for the reservoir will be performed to limits of about 6
feet outside the edge of the perimeter footing in order to allow for construction of the circular wall. RECOMMENDATIONS Foundation Design It is understood that spread footings are proposed
for use at this project site. The perimeter footing and the floor of the reservoir will be placed on about 6 inches of clean compacted crushed Chico limestone. The perimeter footing
will be founded 15 inches below the top of the reservoir floor. The interior footings will be placed directly on the floor of the reservoir. All footings should be designed for a maximum
end bearing pressure of 10,000 psf .JOHN H. HAYNES & ASSOCIATES. 'NC: Sod & FcuI'1datlcI'1 EngIneers
) 4 ) J ! and should be subject to only 􀁳􀁬􀁩􀁧􀁨􀁾 settlements of less than one-quarter inch. Prior to placement of the crushed Chico limestone, the entire base of the excavation should
be cleaned of all loose soil and rock fragments so that all Chico limestone is placed on undisturbed solid rock. The crushed Chico limestone should be placed just prior to placement
of the reservoir slab. All crushed Chico limestone should conform to City of Dallas Specification M3:40, Grade 3. This Chico limestone should be compacted using a heavy vibratory compactor.
Another foundation system would be the use of auger-excavated, cast-inplace concrete, straight shaft piers founded in the firm gray unweathered limestone. The perimeter wall could be
supported by a pier supported grade while the interior column supports could be supported by individual pier foundations. Since the grade beam excavations will apparently terminate in
limestone, void boxes should not be required beneath the grade beams. All piers should be designed for a maximum end bearing pressure of 25 tons per square foot and a maximum skin friction
value of 8 tons per square foot for that portion of the pier shaft in direct contact with the firm gray unweathered limestone. Regardless of pier loads, all piers should penetrate the
firm gray limestone a minimum of 7 feet and the upper 4 feet of gray limestone should not be counted on for skin friction load transfer. Since the unweathered firm gray limestone stratum
will apparently be exposed throughout the entire base of the excavation, it appears that the piers will only be about 7 to 8 feet deep (assuming that the minimum pier penetrations are
specified). Of course, if a fractured limestone layer or a shale band is encountered at the bottom of any pier hole, those piers should be deepened until firm gray unweathered and unfractured
limestone is again encountered. These foundations should be subject to negligible settlements. It is believed that only slight ground water seepage if any, should be encountered in these
pier holes. If slight ground water .JOHN H. HAYNES & ASSOCIATES. oNe Soal &. Foundae,on Eng,neer-s
5 seepage is encountered in some piers, those piers should be concreted immediatel on completion of drilling and proper cleaning of each pier. In any event, all piers should be concreted
within 8 hours after the limestone bearing stratum has been penetrated. Basement Wall Design The excavation for the basement walls should be cut so that the walls can be backfilled with
select material in a wedge extending from the surface of the moderately firm to firm tan weathered limestone stratum to the ground surface on a maximum angle of 45 degrees. A steeper
cut could be made in the moderately firm to firm tan and gray limestone strata. These cut slopes are based solely on lateral earth pressure considerations and should be cut flatter if
requi red for safety. In this regard (for safety), it should be noted that the . tan weathered limestone mass is fractured to varying degrees and that fractured /zones were also encountered
throughout the firm gray unweathered limestone stratum. If steep cuts are made in the rock, rock anchors should be used. All basement walls should be backfil led to a minimum width of
24 inches with free draining granular material •.In addition, a perforated drain pipe should be installed below the basement level excavation so t/:lat water collected in the -granular
material will be rapidly removed from the structurearea. It should be anticipated that this drain line will receive ground water seepage through weathered and fractured 1imestone strata.
All other backfill beyond the 24 inches of granular material should mns·is"t of select fill (clayey sand or sandy clay) with a PI of 3 to 10. This material should be compacted to a minimum
of 95% Standard Proctor density. To prevent surface water infiltration, the area surrounding thestructuresshould be sloped away from the structure and the upper 18 inches of backfill
should consist of sandy clay having a PI of 15 to 22. If the walls are backfilled in this manner, they may be designed for a lateral .JOHN H. HAVNES & ASSOCIATES. ,,,C Soil & Founaat.on
En
gIneers6 \i pressure equal to that of a fluid weighing 40 pounds per cubic foot. Traffic live loads should also be considered in the design of these walls. In lieu of low PI select fill,
broken gray limestone (obtained from the deep excavations) could be used beyond the 24 inches of free draining granular material. If broken limestone is used as backfill, the free draining
granular material should consist of clean crushed Chico limestone (to prevent finer material from filtering through the voids in the broken rock fill), All broken rock fill should be
broken into pieces having a diameter of less than 8 inches prior to placement. This rock should be placed in maximum 16 inch lifts and tamped. If this broken rock and Chico limestone
is used as backfill behind the walls, a construction fabric (such as a Mirafi or Petromat fabric designed for this purpose) should be placed below the upper 18 inches of sandy clay fill.
If provisions are not made for draining the wall backfill, the walls should be designed for an equivalent fluid pressure of 85 pcf. If the reservoir will ever be emptied, provisions
would have to be made to prevent flotation of the reservoir due to its buoyant nature. .JOHN H. HAYNES & ASSOCIATES.....c: Soli & FounOatlon Engineer'S
') r;:::::::::= .JOHN H. HAYNES &. alSSOCIATES. INC. ========':'-============:::::;'l t '\.---NORTH Scale: 1" = 100' Property Lines -Proposa 1 􀁾􀂷􀁥􀀭􀁐􀁵􀁭􀁰 HouseI I II J III ; -102'
.f. 120' Exi s t i n9 Building ./----􀁾 􀁾􀁵􀁴􀁾 /"\ /1/􀁾􀀵􀀧 /t#4 􀀣􀁾􀀮􀁟*2. \ 6' /Proposed . /1 \ Water Storage-, \ Reservo; r, J''-.. #3 l/""'" 􀀬􀀢􀀭􀁾 .. '\ Loca t io,n of Bor
i ngs .Water Storage Reservoir Add; son. Texas L::::====================== 􀁾􀁬􀁩􀁣􀀸􀁉 􀁾􀀱􀁧􀁩􀁉 ====:..1
Atterberg Limit and Molstue Content Tests Water Storage Reservoir Addison, Texas If Barl n9 No. -234 Depth (fto ) 0.0-1.4 0.0-1.0 0.0-1.5 Llqul d L1ml t (%) 48.8 39.6 52.9 Plastic Limit
(%) 26.2 24.1 28.6 Plas tl cI ty Index(PI) 22.6 15.5 24.3 Moisture Content (%) 24.8 18.7 28.5 to􀁾;t 1: 􀁾􀁾Q" m-c-/g􀁾 JlJ 􀁾---/
.. ) r.== .JOHN H. HAYNES & ASsOCIATES. INC. =========================i1 Water Storage Reservoir Addison, Texas Unconfir.ed Compression Tests Bod ng . No.123456 Depth Max. Compressive
(ft. ) Strength (ts f) 8.0-8.6 104.8 19.1-19.5 128.3 22.1-22.9 122.3 25.4-26.0 122.3 28.4-28.9 170.3 25.4-26.0 158.3 -29.0-29.7 137.9 30.4-31.2 136.0 34.8-35.4 166.7 37.7-38.3 48.0 (l)
19.1-19.7 120.9 21.9-22.5 110.6 25.3-26. 1 69.6(2) 28.7-29.3 159.3 10.7-11.5 168. 1 14.2-15.0 152.8 17.7-18.4 109.2 23.0-23.8 32.9(3) 18.8-19.4 168.9 20.6-21.3 136.6 24.2-24.9 117.9
27.4-28.3 30.6(3) 32.7-33.6 171.1 6.8-7.5 89.1 18.2-18.9 120.6 29.1'-29.6 143.2 31.2-32.0 126.6 34.6-35.6 123.3 37.5-38.2 161 .5 Footnotes: (I) Test sample contained sha1y limestone
band. (2) Test sample contained healed high angle fracture. (3) Test sample contained shale band. L!::::::====================== Geotec:hnic8IEngineers ===::::::.J
Ii=== .JOHN H. HAYNES ... ASSOCIATES. ....c. ========.. BORING LOG Limestone, tan, severely weathered with clay bands and clay filled frec u 􀁥􀁾􀀬 hsoft to moderate ly fi rm Job No.
2882 Date 4/6/85 w CORE xlii 􀁾􀀭􀀧 (I) Ii: c 0 w-' C w Ii:w a-C:::D:e :Q:e. W-' aw:: 􀁾􀁌􀁌 0ffi(>l) 􀁾 a-:' >c c 8wa:: ILL Water Storage Reservoir Add i son, Texas DESCRIPTION OF STRATA
h Brown clay(CL) Boring No. 1 location See Plate 1 FIELD TESTS z 􀁾􀀭􀀽􀀭􀀭􀀭􀀮􀀭􀀬􀀺􀀢􀀢􀀺􀀢􀀢􀁾􀀢􀀢􀀢􀀢􀀢􀀬􀀬􀀬􀀬􀀬􀁯􀁯􀀺􀀭􀀭􀀭􀀽􀀭􀁾􀀭􀀭􀀭􀀱􀀰 Pocket Penetrometer Readings, 􀁾 􀁾
Tons per Sq. Ft.• X r-Standard Penetration Tests, 􀁾 . 􀁾 􀁾􀁟􀀮􀀮􀀮􀀻􀁂􀀻􀀻􀀮􀀮􀁉􀁏􀀮􀀮􀀮􀀻􀁗􀀻􀀬􀀻􀀻􀀮􀁳􀀮􀀮􀀺􀀻􀀮􀁰􀁥􀀮􀀻􀀬􀀻􀁲􀀬􀀬􀀻􀀮􀁆􀀮􀀮􀀻􀀮􀁏􀁏􀀻􀀻􀀮􀀮􀁴􀀮􀀺􀀮􀀻􀀨􀁂􀀻􀀬􀀻􀀮􀁐􀀮􀀻􀀬􀀬􀀻􀁆􀀩•
􀁾.􀁾.2􀁟. 􀀭􀀱 􀁾 "-.I. 1 2 3 4 4;.5 􀀺􀀮􀁾 W588 􀁾 QS)·10 20 30 40 50 eo r J 5 •t:e 􀁉􀀭􀀭􀀭􀀭􀀭􀀭􀁩􀁾􀀭􀀭􀁉 Li mes tone, tan, wea the red, s 1i gh t h 􀀱􀁲􀀭􀁾􀁾􀁾􀁫􀁬􀁬􀁾􀁾􀀱 fractured,
moderately firm .'1 -.15: 5.0 5.0 lLlt'"T 1--1..-------------1 􀁾􀁉 I 􀀱􀁾􀀸􀀮􀀰􀀭􀁩􀁲􀁯􀁮􀀭􀁳􀁴􀁡􀁩􀁮􀁥􀁤 fracture I--9. 11-2 11 tan fractured limestone tad 580.2 10 n' I 􀁉􀁾􀀭􀁾􀁾􀀮􀀮􀀮􀁲􀀢􀀧􀀢
1 15 􀁾 I 10.010.0 I I Ll J I 11 I 1-11.2 1-1 11 tan fractured Ii I':leS tone tad Limestone, gray, firm 1-16.31-1 11 dark gray shale band T 1--21.0'-1 11 shale band I 􀁲􀁃􀁾􀁄 bsec a
e (f Rl!se r vc i 567 -6J-, I LLJT 􀁾􀀲􀀡􀁴􀀮􀀵􀀱􀀭􀀲􀀴􀀮􀀸􀀱􀀭􀁴􀁨􀀺􀁩􀁮 shale bands 0.0 Total Depth = 30.0 feet Upon completion, hole bailed to 28.8 feet. 10 minutes later, wate measured
at 24.0 feet. 2 days lat 􀁲􀁾 water measured at 19.4 feet and 􀁨􀁢􀁬􀁾 blocked at 30.0 feet. L!::::=:::!:::::::::::!:========================;=iGeoted...... ElIQiIl!lel"'B===:::::::!J
) Sheet 1 of 2 BorIng No. 2 location See Plate 1 FIELD TESTS Z 􀁴􀀭􀀢􀀢􀀢􀀧􀀽􀀧􀁐􀁯􀁣􀀭􀀺􀀭􀁫􀁥􀁾􀀨􀀭􀀽􀁐􀁥􀁾􀁮􀁥􀀭􀀺􀀭􀁴􀁲􀁯􀀭􀀭􀁭􀀢􀀧􀁥􀀢􀀺􀀢􀁴􀁥􀀭􀁲􀀢􀀽􀁒􀁥􀀭􀁡􀁾􀁤􀁾􀁬􀁮􀀭􀁧􀁓􀀭􀀮􀀮􀀮􀀮􀀮􀀮
g 􀁾 Tons per Sq. Ft.·. X r-Standard Penetration Testa. 􀁾 􀁾 Blows per Foot IBPF) .1) . w &&. t--...;..------..;--..;..;....:K..--I ... l..l 1 2 S 4 4.5 4.5 W + 1(8)>: 10 20 30 40 􀁾
􀁾􀀫 596-DESCRIPTION OF STRATA Job No. 28ti2 Date 4/6/85 w CORE :it; t􀁾:􀀮o􀀮􀁊 fa C 􀁾 c w t:w _In 􀁾 a::l a: :l w 􀁾􀁵􀀮 􀁾􀀾􀀭 􀁾 ..J > wei) if 8 c c wa: 'j r.=== .JOHN H. HAYNES
&. AssOCIATES. INC =====;:::=====2=============:::;, BORING LOG Water' Storage ReservoT r Addison. Texas It--"""""",V'/-v/Dark brown and brown clay with SomE 􀁾 liraestone fragments-stiff(CL)(fill
' '"" 1•4' -sand seam Brown clav-stiffCCL) J.c....l 􀁉􀀭􀁟􀀭􀁌􀀮􀀮􀀮􀁉􀁾􀀮􀀮􀁌􀀺􀀮􀁊 _ 6.5'-iron-stained fracture J-..,... .r-r..,5.0 5.0 '7.01-2 11 tan fracture limestone b.n 􀁾 -F;=I
'. I _ h=.,l.-,r Limestone. tan. weathered. fractured moderate ly fi rm to fi rm 􀀧􀀭􀁾􀁉􀀭􀀭􀀭􀀭􀁴 590.5 -till h:r: 1 􀁾􀀱􀀰􀀮􀀹􀀱􀀭􀁴􀁨􀁩􀁮 tan fractured limeston pahc T -12.8 1 -2
11 tan fractured 1imestone LJI T 10.(9.8 I I 1-16.1 1-thin shale band 1+-17.8-2" zone with iron-stained f actu e JI Limestone. gray. firm 􀁾 _ 10.010.0 II .....􀁾1 10-26.0' -thi n-Sha.]
e band .1 􀁾 28.0' -1" s ha 1e ba nd 􀁉􀀮􀀮􀀮􀀮􀀮􀀭􀀮􀀮􀀮􀀮􀀮􀀭􀀭􀀺􀂢􀁮􀁾 P 0 0 iE d B s p' e:iE nlo r 567 .,.l..., 1!::::::==:::!:!:::::::!!:::::::!=======;::====================='CGeI;eCDt8laicatin
"Jilic8l 􀁥􀀮􀁅􀁴􀁮􀁩􀁬􀁧􀁬􀁬􀁬􀁾􀂷_._...,••====.1
Sheet 2 of 2 location See PIa te I Job No. 2682 Boring No. 2 Date 4/6/85 􀁾 . ) r;::== .JOHN H. HAYNES c..AssocIATES• ...c. 􀁾􀀺􀀺􀀽􀀺􀀺􀀽􀀺􀀽􀀺􀀺􀀽􀀺􀀺􀀺􀀽􀀺􀀺􀀽􀀺􀀺􀀺􀀽􀁾􀀺􀀺􀀮􀁌􀀺􀁬􀀺􀀺􀀽􀀽􀀽􀀽􀀽�
�􀀽􀀽􀀽􀀽􀀽􀀽􀀺􀀺􀀻􀀧􀀱 BORING LOG 􀁜􀁾􀁡􀁴􀁥􀁲 Storage Rese rvo i r Add i son, Texas w CORE 􀁾 ..... en 􀀮􀀭􀀮􀀮􀀮􀀮􀀬􀁾􀁑􀁾 EO 􀁾 0 w -CD CL w a: 􀁡􀀺􀁾 􀁾 w 0>< > 􀁾􀁥􀁮 en 􀁾 􀁾a:
DESCRIPTION OF STRATA FIELD TESTS z t-""""="-:-':""="'''''''''':'.......􀀭􀀺􀀭􀁯􀀺􀀺􀀭􀀭􀁾􀀭􀀭􀁉􀁏 Pocket Penetrometer Readings, 􀁾􀀮􀀭 . Tons per Sq. Ft. • X 􀁾 w Standard Penetration
Tests. :> w Blows per Foot (BPf) • i&) w 􀁾 􀁉􀀭􀀭􀀮􀀮􀀮􀀮􀀮􀀻􀀮􀀭􀀮􀀮􀀮􀀮􀀮􀀻􀀮􀀮􀀭􀀭􀀮􀀮􀀺􀀮􀀭􀀮􀀮􀀮􀀮􀀮􀀻􀀮􀀮􀁾􀀭􀀭􀀭􀀭􀁴 -' IX.1 2 3 • "5 U w IC5lI . 10 20 30 40 50 􀁾􀀫 rr 1-31.9
1 -1 11 fractured shale band 􀁾 35 frl, [ to.C10. 0 􀁉􀁾 􀀭􀁮􀁟􀁩􀁾 Limestone, 􀁾 gray, fi rm 􀁾 􀀮􀁾..1 , T L1 .J 􀁾􀀴􀀰􀂷􀁾 Total Depth = 40.0 feet. Upon completion. hole bailed to
38.5 feet. 10 minutes later, water measured at 36.3 feet. 2 days later. \'later measured at 35.4 feet and hole blocked at 40.0 feet. I--·· 􀁾 .· 1!===::::::!===========================iGeotBchIic8l􀁅
􀀡􀁅􀁩􀁾􀁬􀁧􀁉􀁪􀁬􀁉􀀧..􀀮..􀀮􀁮􀀮􀁉􀀽􀀽􀀽􀁾
+ .JOHN H. HAYNES 􀀦􀂷􀁾􀁔􀁅􀁓􀀮INC ) BORING LOG Water Storage Reservoir Job No. 2882 Addison, Texas BorIng No. 3 Date 4/6/85 location See Plate I w CORE FIELD TESTS z xti 􀁾􀀮􀀮􀁊 􀁾
0 Pocket Penetrometer Reading., 0 t:o 0 w t= 􀁾 t: w -Ill 0. W A: Ton. 􀁾􀁲 Sq. Ft.• X c: w 􀁡􀀺􀀺􀁾 􀁾 ..J w DESCRIPTION OF STRATA Stanclard netratlon Tests, w 􀁾􀀦􀁌􀀮 0>-􀁾 ..J >
Blows per Foot (BPF) • (g)' > "-ffiel) a: 8 w...J 0 0 w cI' 1 2 :I 4 4.5 4.5 W a:: ·10 20 30 40 + ++ 50 eo c;86 􀀢􀁾 Brown silty clay with some limestor e '''" .... .1L , fraaments-hardlCL)
􀁾􀁾Limestone, severe ly weathered to lL'l weathered, severe Iy fractured, sof i/!J to moderately firm f-5 . 􀁾 Limestone, tan, weathered, slight" 'Tri "T fractured, wi th some 3" to
6'· gray -·X 5.0 5.0 limestone bands, moderately fi rm tc ,. firm 1-i 1 ,7j' 10'15 Limestone, gray, with some 1" to 7' ¢ tan fractured 1imestone bands, weathered, firm 574.5 . I I '0
1-12.7 1 -1" shale band ¢ -13.8 1 -2" tan fractured 1imestone b n:l T -15 •􀁾 10.0 10.01-14.81 -1" tan fractured limestone bm:l .....L..1 􀁾 Limestone, gray. firm f-. 􀁾I J. 􀁾 􀁾􀀻􀁉
1<;. .. ;67 􀁾rT :>f Fe e voir 20 .,.....L.; Limestone, gray. with some healed fractures and calcite filled fract r "'s, f rn T "1.,1_6" fracture zone 􀁾 4 1 T..,... Limestone, gray.
fi IT.l 1-24. 11 to 25.0 1 -vertical fracture L -25·Y /25.0 112" zone with healed high an 􀀱􀁾 f a t Jr 􀁾􀁳 T T10.0 10.0 Total Depth c 30.0 feet l. Upon 􀁣􀁯􀁭􀁾􀁬􀁥􀁴􀁩􀁯􀁮􀀬 hole
bailed to -􀁾 28.8 feet. 10 minutes later, water measured at 19.2 feet. 2 days late I r water measured at 18.6 feet and ho Ie T I blocked at 30.0 feet. 30· U .. GeaI:ad1i IicoII EJ IgiJ
....
􀁾 􀁾 r;:::== .JOHN H. HAVNES 􀀦􀀮􀁾􀁔􀁅􀁓􀀮 INC. :;::===:=.====-""';;=============:;"1 BORING LOG Job No. 2882 Date 4/6/85 Water Storage Reservoi r Addison, Texas Bortng No. 4 location
See P1a te 1 567 v 􀁓􀀷􀁾􀀮 1 􀁾> /I I FIELD TESTS Pro )Q SE d B S e o ReSE r 0 r Z 􀁴􀀭P􀁾ock􀀭et P􀁾en􀀭etro􀀭me􀁾ter􀁾Re􀁾adin􀀭gs􀀭, .... OTons per Sq. Ft. • X t-C t; Stanclard Penetration
Tests. > w Blows per Foot (BPFI • 􀁾 . W LL. 􀁬􀀭􀀭􀀭􀀭􀀭􀀬􀀻􀀬􀀬􀀭􀀮􀀭􀀭􀀮􀀻􀀬􀀮􀀮􀀮􀀮􀀮􀀮􀀮􀀻􀀬􀀭􀁾􀁟􀁟􀁟􀁴􀁾 .x . 1 2 S 4 4+.5 4.5 W l.L Q!i . 10 20 30 40 SO 􀁾 r; 7q 􀁾 DESCRIPTION
OF STRATA Dark grayish brown clay-stiff(CH) CORE '-.1 􀁾􀁾􀁉􀀭􀀭􀀭􀀭􀀱 Li mes tone, gray, fi rm 􀀮􀁾 u--....../... Light brown and tan clay wi th 􀁴􀁲􀁡􀁣􀁾􀁩 /• 5 􀀮􀁾􀁔 limestone fragments-medium
􀁳􀁴􀁩􀁦􀁦􀀨􀁃􀁾􀀩 /􀁾 􀁾 􀁾􀁉􀁉􀀢 􀁾􀁡􀀢􀁥􀁾􀀭􀁬􀁾􀁾􀁬􀁈􀁾􀁾 􀁉􀁾􀁟􀁾􀁾􀁾􀁾􀀭􀀭 Limestone, tan, severely weathered 􀀯􀁾􀀯􀁾􀀵 􀀱􀁴.􀀭􀀭􀀭.􀀱􀁮􀀿.􀁾􀀬􀀬􀀬􀁾􀀻􀁾􀀮􀁌􀀱 􀁉􀀭􀀭􀀭􀀫􀀭􀀭􀁾􀁳􀁥􀁶􀁥􀁲􀁥􀁬􀁹
fractured, soft to modera e y fi m 􀁾 􀀱􀁾􀀮􀀮􀀮􀀮􀁯􀁴􀀭􀁾􀁲􀀧􀀱􀀱15.0 􀁾􀀮􀁯 􀁾 􀀱􀀰􀀮􀁾 I 􀁉􀁾 _l.J -8 10.010.0 -"-T.---iT 1-17.4 1 -1 11 shale band 􀁾T 􀀮􀁾 􀁾􀀲􀀵 II--.....oof"t-'i4'
U. 3. 0 3. 0 􀁾 Total Depth = 25.0 feet Upon completion, hole bailed to 23.8 feet. 10 minutes later, water measured at 22.1 feet. 2 days late, water at 5.9 feet and hole blocked at 25.0
feet. 􀀱􀀡􀀺􀀺􀀺􀀽􀁾􀀽􀀡􀀺􀀺􀀺􀀺􀀺􀀡􀀺􀀺􀀽􀀽􀀡􀀺􀀺􀀺􀀺􀀺􀀺􀀽􀀺􀀡􀀺􀀺􀀺􀀺􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀁩􀁇􀁥􀁡􀁴􀁥􀁣􀁴􀁬􀁬􀁩􀁣EE􀁡tniV􀁬lili!''.Ii...nrsl===:::.1
BorIng No.5 Location See PIa te I Sheet I of 2 Job No. 2BH2 Date 4/5/H5 􀁾 􀁾 r;:::== JOHN H. HAYNES la..:-BSOCIATES. lie 􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀺􀀢􀀧􀀻􀀢􀁾􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀰􀀱 BORING
LOG Water Storage Reservoir Addison. Texas 􀁾 5.6 1 -2" tan fractured 1imestone I a d 5.05.0 'r-7.71-4" tan fractured limestone la d Dark brown c lay wi th trace I imestor e particles-stiff(Cl)
583.8 FIELD TESTS z 􀁴􀀭􀁾􀀭􀁾􀀢􀀢􀀢􀀢􀀧􀀡􀀢􀀧􀀭􀁾􀁾􀁾􀀭􀀭􀁉􀁏 Pocket Penetrometer Readings. ;:: 􀁾 Tons per SQ. Ft. •X r-Standard Penetration Tests. 􀁾 􀀮􀁾 Blows per Foot (BPF) • 􀁾
w u. ...._....;;;....;.;,;.;;.;;..;.-......:.;....-.:......::1"----1 ... I X .1 2 3 • '+.5 '.5 W 101: . 10 20 30 «l 50 "it t;RR + ) 􀀮􀁾 DESCRIPTION OF STRATA I limestone. tan. severely
weathered severely fractured. soft to moder-.• 1 &. __ 􀀱􀀢􀀭􀀭􀀭􀀫􀁲􀁾􀁉􀀭􀁲􀁬􀀱􀀭􀁲􀀭. 􀁉􀁾 I i . 10 􀁾􀀮 ....---1 I ! ==Pr-rt, limestone. gray. firm 􀀱􀁾􀁾􀁾􀁉􀁉􀁾􀁉􀁝􀁛􀁉􀁏􀀮􀁏􀁉􀁏􀀮􀁏
,'-15 T 1 Ii 􀀮􀁾I IT 􀁾 20· 􀁩􀁔􀀧􀁾􀁕 11 l I ·tI limestone. gray; with trace thin thin shale bands. firm oJ: 􀁾 SI r i t>r 567 ..-----1..1-1-.1 􀀢􀀢􀁔􀁾􀀱 I 10. 0 10. 0 "'" 251-L1-....u-.....
U J 􀁾􀁉 􀁾 30-0 ............rjl 1!::::=:::!:::::::!:::::!i::::=======================:iGeatacti..... EEini..,.jIi.·i.I......===::!J
BorIng No.5 Location See PIa te I Sheet 2 of 2 Job No. 2882 Date 4/5/85 'j 􀀼􀁾􀀩 r;:=== .JOHN H. HAYNES 􀁾􀂷􀁾􀁏􀁃􀁬􀁁􀁔􀁅􀁓􀀮 INC .,:,:============:::;'1 BORING LOG Water Storage Reservoir
Add i son, Texas DESCRIPTION OF STRATA 5.0 5.0 Limestone, gray, with trace thin shale bands, firm FIELD TESTS Z Pocket Penetrometer Readings, . g Tons per Sq. Ft.-X .... Standard Penetration
Tests, 􀁾 Blows per Foot (BPf) • f) w..J .K·1 2 3 4 4f 4.5 W o .10 20 :lO «l 50 􀁾 111-􀁾􀀳􀀵􀀭􀁾 -Total Depth = 35.0 feet Upon completion, hole bailed to 33.8 feet. 10 minutes later,
water measured at 31.0 feet. 3 days later, water measured at 30. I feet and hole blocked at 34.5 feet. -. L!::=============================iGeat8c:h1ic8l ElElniilgll;r'._....===:=.1
Boring No. 6 Location See Plate 1 Sheet 1 of 2 Job No, 2882 Date 4/3/85 Ii=== .JOHN H. HAYNES 􀁾 􀁾􀁔􀁅􀁓􀀮 we. 'lJ::============:::::;l BORING LOG Water Storage Reservoi r Addison.
Texas w CORE 􀁾􀁴􀁩 􀁾􀀮􀀮􀁊 􀁾 0 b: 0 0 w b:w -CD w a: 􀁡􀀺􀁾 􀁾 . ..J ·w 􀁾􀁵􀀮 bJ> 􀁾 ..J wet) iE 􀁾 0 0 a: DESCRIPTION OF STRATA FIELD TESTS z .....􀀭􀀽􀀭􀀭􀀺􀀭􀁾􀀭􀀭􀀮􀀭􀁾􀁾􀀺􀀺􀀭􀀭􀁾􀀭􀀭􀁉􀁏
Pocket Penetrometer Readings, -to-. Tons per SQ. Ft. ·x to-.W Standard Penetration Tests. lIII( W ....􀁟􀀮􀀮􀀮􀀻􀁂􀀻􀀬􀀻􀀻􀁬􀁯􀁷􀁾􀁳􀀮􀀺􀀻􀀮􀁰􀁥􀀻􀀬􀀻􀀻􀁲􀀮􀀻􀀮􀁆􀁯􀁯􀀬􀀻􀀻􀀬􀀻􀀻􀀬􀀻􀀮􀀨􀀻􀁴􀀬􀀻􀁂􀀬�
�􀀮􀀻􀁐􀁆􀀩􀀺􀀮􀀺􀀮􀀮􀀻f􀁾 )2.._-I ; II. IX'1 2 3 4 4•.5 4.5 w Ia! . 10 20 30 40 IlO 􀁾 c;q8 + ) 􀀮􀁾 Gray clay with some limestone h fragments-sofdcL) Limestone, tan, severely weathered:
lWith clay bands, severely fractun d soft to moderately firm t;qC;, 5FII 􀁉􀁊􀀭􀀭􀀭􀀭􀁲􀁾􀀮􀀮􀀬􀀮􀀮􀁬􀀮􀀬 􀁾 .9 ' -liII T I. I 5.0 5.0 I I 1l-.1 tan fractured limestone la d 􀁉􀁾􀁔 1i
T --14.0 1 -1 11 zone with iron-stained fa tP-.Jre 15 Y 10.0 􀁾􀁯􀀮􀁯 it! • II I 􀀲􀀰􀀧􀁾 , 1 rr 1 T 1-29.0'-1 11 shale band 56 􀁾 300 fY U-J 􀁾 3-.8'-1" dark gray shale band F rt'lnl
s d Bi:lce I!:==!::!:I=':!!'􀀽􀀽􀀽􀀽􀀽􀀽􀀡􀀺􀀺􀀺􀀺􀀺􀀺􀀺􀀽􀀻􀀺􀀺􀀺􀀺􀀺􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀻􀀺􀀽􀁲􀁥􀀺􀁾􀁾􀀢􀀢􀁾􀀭􀀡􀀧􀁇􀀭􀁾􀀧􀀭􀁾􀂷􀁹􀀻􀀢􀀮􀀻􀀮􀀮 EEinilgiiljlt· rar..; 􀀽􀀽􀀽􀁾
) Sheet 2 of 2 BorIng No. 6 location See Plate 1 􀀱􀀭􀁾􀀭F􀁾IE􀀭LD􀀭TE􀀭ST_S_􀀭􀀭􀀮􀀮􀀮􀀭􀀴􀁾 Pocket Penetrometer Readings. -Tona per Sq. Ft. • X !:; :u Standard Penetration Testa. >au
Blows per Foot (BPA • (g) . au &L. ......􀁟􀁾􀀺􀀮􀀮􀀺􀀻􀀮􀀻􀀮􀁾􀀮􀀮􀀻􀀮􀀮􀀺􀀢􀀬􀀻􀀮􀀮􀀻􀀮􀀺􀀻􀀻􀀻􀀮􀀺􀀮􀀮􀀺􀀮􀀮􀀺􀀮􀀮􀀮􀀮􀀲􀁾􀀭􀀱􀁾 X·1 2 3 4 4f 4.5 au laD· 10 20 30 40 50 􀁾 DESCRIPTION
OF STRATA Job No. 2882 Date 4/3/85 I&! CORE 􀁾􀁴􀁩 􀁾􀀭􀁊 ffl C ti:o -J C I&! ti:1&! _In A-I&! a: 􀁡􀀺􀁾 􀁾 -J I&! 􀁾􀀢􀀢 g>-􀁾 -J I&!U) iE 8 c C I&! a: 􀁾􀁉 -􀀮􀁾I -30.8 1 -1" dark
gray shale band 􀁾􀀳􀀲􀀮􀀸􀀱􀁟􀀱􀀢 dark gray shale band ll:l 􀁾 35 􀁾􀁲􀁲 10.C 10.0 II I Limestone, gray, firm I ... 40 W 􀁾 . Total Depth = 40.0 feet Upon completion, hole bailed to
38.7 feet. 10 minutes later, water measured at 32.6 feet. 5 days late, water measured 27.6 feet and hole blocked at 38.5 feet . .-􀁾 . 1!:::=::!::::::::!:::!=========================iGeatMc:hl.....EE
lnj9;11"riI_....,..===:J