ML20039C113

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Summary of 810917 Meeting W/Util,Bechtel & Mueser,Rutledge, Johnson & Desmoine Re Preliminary Design of Mods Proposed to Foundation of Part of Svc Water Pump Structure Founded on Inadequate Fill.Attendee List,Agenda & Viewgraphs Encl
ML20039C113
Person / Time
Site: Midland
Issue date: 11/23/1981
From: Hood D
Office of Nuclear Reactor Regulation
To:
Office of Nuclear Reactor Regulation
References
NUDOCS 8112280419
Download: ML20039C113 (43)
v • d • e


Text

{{#Wiki_filter:... 6p" "W9p dJNITED STATES ,!g. g N0 CLEAR REGULATORY COMMISSION s* n f W ASHINGTON, D. C. 20555 \\ / N0y 2 31981 Docket Nos. 50-329 OM, OL and 50-330 GM, OL /P/ APPLICANT: Consumers Power Company 9 FACILITY: Midland Plant, Units 1 & 2 ,g /

SUBJECT:

SUMMARY

OF SEPTEMBER 17, 1981 MEETING Oh FOUNDATION MODIFICATIONS N e# - FOR SERVICE WATER PUMP STRUCTURE ' MJTD \\ On September 17, 1981, the NRC staff and its consultants met in Bethesda,.MD. with Consumers Power Company (the applicant), Beclitel and Mueser, Rutledge, Johnston and Desmione (MRJD). The purpose was to discuss the preliminary design of modifications proposed to the foundation of that portion of the Midland Service Water Pump Structure founded on inadequate fill. Meeting c attendees are listed in Enclosure 1.

===. Background=== The applicant's letter of March 23, 1981, advised the NRC that the under-pinning concept for the overhanging portion of the service water pump structure (SWPS) had been changed to a full length wall extending into the natural till material. This full length wall concept replaced the original remedial action, a driven pile support concept. A subsequent letter on August 26, 1981, forwarded a report entitled, " Technical Report on Water Pump Structure" which describes the design and con, Underpinning the Service struction requirements of this remedial action. That report included the following types of information: (1) drawings showing the underpinning scheme and a description of the construction sequence for this scheme; (2) dewatering for construction; (3) the design and acceptance criteria for the underpinning scheme, including load combinations, bearing pressures, structural stresses, and seismic loads; (4) applicable codes; and (5) scope of the quality assurance requirements. The meeting of September 17, 1981, reviewed and expanded upon the information in these two letters. Summary Mr. Budzik presented the applicant's design and construction schedule as shown in the enclosed copies of the viewgraph slides (Enclosure 2). The applicant stated that Preliminary Analysis and Design have been completed and an installation specification has been issued for bid. The preliminary analysis will not be submitted to the NRC. The final analysis is yet to be completed. Following the final analysis, a revision to the FSAR will be made incorporating the design of these modifications. The applicant's schedule also calls for construction of underpinning to start in early 1982. The FSAR revision is presently scheduled 8112280419 8112236 PDR ADOCK 050003291 A PDR)

P 4 Meeting Sumary Midland Units 1 & 2 for February or March 1982. The NRC noted that this schedule is not consistent with completion of NRC review to support start of construction nor issuance of a Safety Evaluation Report in May 1982. The present SER schedule means that the staff review would have to be deferred to a supplement to the SER. Mr. B. Dhar of Bechtel and Dr. E. Burke of MRJD described the proposed modification details and construction sequences for the underpinning. These presentations are primarily sumarized by the slides of Enclosure 2. The proposed remedial underpinning is approximately a 4-foot thick, reinforced concrete wall that is approximately 30 feet high with a flared base at the north wall and is constructed to act as a continuous member under the perimeter of that portion of the structure founded on backfill material. The underpinning wall will be founded on undisturbed material and will be constructed in sections or " piers". The wall will be attached to the existing structure by bolts anchored to the wall of that portion of the structure founded on original material and by through-bolting to the floor of the portion now founded on fill. A predetermined jacking force will be applied to the full perimeter of the SWPS overhang during construction to provide load transfer from the structure to the underpinning ( wall. Post-tensioning ties along the extension walls of the SWPS at the roof elevation will also be used during construction of underpinning. The underpinning wall is comprised of piers in order to maintain support of the existing structure during construction. This installation scheme will therefore require the horizontal reinforcing steel bar to be spliced. The confined working space and problems with toxic fumes which may be created by welding operations dictate a mechanical splice. The applicant has elected to use a mechanical splice manufactured by Fox-Howlett. This design is the subject of a topical j report previously submitted for NRC review by the manufacturer. Final approval of the topical report was not granted principally because no applicant had yet proposed use of this connection. Use of this connection will thus require completion of NRC approval consistent with the Midland review schedules. Mr. Char stated that preliminary design analyses have been completed in the following areas: 1 1. Margin to sliding and overturning, 2. Bearing Pressure, 3. Evaluation of the Adequacy of reinforcing steel and its connections, 4. Evaluation of the base slab (592' elevation) for bending moment and shear, 5. Evaluation of the base slab currently founded on fill (620' elevation) under the new conditions imposed by the modified support, 6. Evaluation of shear and moment imposed on the east and west walls. i

P If. B v. A Q l Heeting Sumary Midland, Units 1 & 2 t The presentation also discussed plans for crack and settlement monitoring. Permanent benchmarks will need to be installed soon near the northeast and northwest corners of the SWPS. An extentometer capable of reading two thousands of an inch will be attached to the structure off these benchmarks. Additional settlement markers will also be made at selected points of the structure. Dr. Burke also provided estimates for top of pier deflection with time. Quality assurance reqairements was not discussed. During the discussion, the follwing items of additional information were request by the NRC staff: 1. A description of the crack monitoring and settlement monitoring-to be performed and the associated criteria. 2. Plans for monitoring of the groundwater table during this work. 3. Values and methodology for soil spring constants used in the design. The applicant will develop a schedule for providin will inform the Project Manager of this schedule.)g this information and 4. Identification and justification of the criteria to be used during construction for evaluating pier settlement (include criteria for detemining that a bearing ' capacity problem may exist). 5. Settlement predictions for the final structure. 6. An estimate of the changes to the bearing pressure on the existing structure. due to the modification and its post-tensioning process. 7. Formal documentation of the information on settlement monitoring discussed during this meeting which has not previously been submitted to NRC. 8. Document how the structure will be protected. 9. Submit the assumption and inputs used in all six preliminary design analyses (identified above). The description of the structural analysis should include the material properties. Provide the critical results.

10. The staff stated that it may need to review portions of the constmetion specification at a later date.

Darl Hood, Project Manager Licensing Branch f4 Division of Licensing Enclos ures : As stated omce >C.G;.....SRR..DeX.t.pagg.pl.yy.2.DL:.LBQ-D ~ M ~~. - ---~~. ..- ~5 g.- sumus > ...mer,na n;.1,b,...MD.u.nd.B.n......... 7.K0.n c....... .Ead ................... ~. .1.11.b.f.81... ....l.1J.$l}B1.........l.1J..YJBl......1.1.fN.81........ onep .. ~.... ~.. ~.... nac ronu ata 00-803 nacu can OFFIClAL RECORD COPY -uso m - - m e a

7 DISTRIBUTION Docket File LB!4 r/f D. Eisenhut E. Adensam R. Hernan M. Duncan S. Hanauer R. Tedesco R. Vollmer J. Kramer R. Mattson R. Hartfield, MPA DELD OIE (3) bec: L/PDR NRC/PDR TIC NSIC l TERA ACRS (16) D. :lood i d 4 l l E_-______--____________--_--_----_----__--_---____--_.---____________---------__--__--_---_-

e c MIDLAND Mr. J. W. Cook Vice President Consumers Power Conpany 1945 West Parnall Road Jackson, Michigan 49201 cc: Michael I. Miller, Esq. Mr. Don van Farrowe, Chief Ronald G. Zamarin, Esq. Division of Radiological Health Alan S. Farnell, Esq. Department of Public Health Isham, Lincoln & Beale P.O. Box 33035 Suite 4200 Lansing, Michigan 48909 1 First National Plaza

Chicago, Illinois 60603 William J. Scanlon, Esq.

2034 Pauline Boulevard James E. Brunner, Esq. Ann Arbor, Michigan 48103 Consumers Power Company 212 West Michigan Avenue U.S. Nuclear Regulatory Commission Jackson, Michigan 49201 Resident Inspectors Office Route 7 Myron M. Cherry, Esq. Midland, Michigan 48640 1 IBM Plaza Chicago, Illinois 60611 Ms. Barbara Stamiris 5795 N. River Ms. Mary Sinclair Freeland, Michigan 48623 5711 Summerset Drive Midland, Michigan 46640 Mr. Paul A. Perry, Secretary Consumers Power Company Stewart H. Freeman 212 W. Michigan Avenue Assistant Attorney General Jackson, Michigan 49201 State of Michigan Environmental Protection Division Mr. Walt Apley 720 Law Building c/o Mr. Max Clausen Lansing, Michigan 48913-Battelle Pacific North West Labs (PNWL) Battelle Blvd. Mr. Wendell Marshall SIGMA IV Building Route 10 Richland, Washington 99352 Midland, Michigan 48640 Mr. I. Charrt, Manager Mr. Steve Gadler NRC Assistance Project 2120 Carter Avenue Argonne National Laboratory St. Paul, Minnesota 55108 9700 South Cass Avenue Argonne, Illinois 60439. Mr. Roger W. Huston Suite 220 Mr. R. B. Borsum 7910 Woodmont Avenue Nuclear Power Generation Division Bethesda, Maryland 20814 Babcock & Wilcox 7910 Woodmont Avenue, Suite 220 Bethesda, Maryland 20814

a a Mr. J. W. Cook cc: Connander, Naval Surface Weapons Center ATTN: P. C. Huang White Oak Silver Spring, Maryland 20910 Mr. L. J. Auge, Manager Facility Design Engineering Energy Technology Engineering Center P.O. Box 1449 v' Canoga Park, California 91304 Mr. William Lawhead U.S. Corps of Engineers NCEED - T 7th Floor 477 Michigan Avenue Detroit, Michigan 48226 Charles Bechhoefer, Esq. Atomic Safety & Licensing Board U.S. Nuclear Regulatory Commission Washington, D. C. 20555 Mr. Ralph S. Decker Atomic Safety & Licensing Board U.S. Nuclear Regulatory Commission Washington, D. C. 20555 Dr. Frederick P. Cowan Apt. B-125 6125 N. Verde Trail Boca Raton, Florida 33433 Jerry Harbour, Esq. Atomic Safety and Licensing Board U.S. Nuclear Regulatory Commission Washington, D. C. 20555

4 ENCLOSURE 1 LIST OF ATTENDEES Meeting of September 17, 1981 Midland, Units 1 & 2 NRC D. S. Hood A. P. Hodgdon S. B. Kim R. B. Landsman J. Kane L. Heller Consumers Pcwer K. B. Razdan T. R. Thiruvengadam R. Huston D. Budzik N. Ramanujam Bech tel B. Dhar Muesen.Rutledge, Johnston & Desmione E. Burke U.S. Army Corps of Engineers, Chicji10 H. N. c.ingh NSWC/WO J. P. Matra, Jr.

a a ENCLOSURE 2 View-graoh 5*iides Used During September 17, 1981 Meeting Midland Plant, Units 1 & 2

4 t t 5' AGENDA f PRESENTATION OF REMEDIAL MEASURES - 1. FOR MIDLAND SERVICE WATER PUMP STRUCTURE SEPTEMBER 17, 1981, 8:30 a.m. l MARYLAND NATIONAL BANK BUILDING, ROOM 6507 i e Introduction B el s.3< a 1 0 Design and Construction Schedule. Overview and e.stu wd v el di:f*Ils Dbd F ---*---*Y-- 9 r___- j. l 0 Underpinning Scheme 3 o ref C Q-ListedActivities[fo# /r/c <>/el) 9 0 Discussion 4 k i ~ i 1 i t I

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SUMMARY

OF SERVICE WATER PUMP STRUCTURE (SWPS) ~ DESIGN AND CONSTRUCTION SCHEDULE i j 1981 1982 1983 JIFIMIAIMlJ JIAlSlOlNIC J1FlM AIMlJ JIAIS OINID JIFlMlAIMl i I delNAL SEISMIC MODNL TO NRC 9/29/81 l PRELIMINARY A SWPS HEARING DATE 11/16/81 ~ YM i l PRELIMINARY I FINAL DESIGN

l AND BID DRAWINGS DEVELOPMENT AND AWARD i

- OF SUBCONTRACT I I "STRuCriON Os UNDE""'""'" O O I I LICENSING ACTIVITIES (FSAR) l C o G 1843 39 REFERENCE PPS 021 REV O. DATED 8 24 81 3 O w /* b k-/ f i

D. O k~ 1/ /7/ fr/ I ~ [ MIDLAND SITE PLAN TITTABAWASSEE RIVER l I COMBINATION i \\ SHOP l EVAP AND [ l AUX BOILER ~ N BLOG . DIKE v = O O t =; CONTROL ROOM PRESSURE TANKS AUXBEDG-l REACTOR BLDG REACTOR BLDG = SERWCE WATER ADMINISTRATION AND-I $ERVICE BLDG TURBINE BLDG PUMP STRUCTURE ( 1 DIESEL GENERATOR = BLDG CONDENSATE %O_ STORAGE TANKS Og EMERGENCY COOLING [ WATER RESERVOIR l DISCHARGE BAFFLE DIKE STRUCTURES o,3,, 33 \\ COOLING POND

I ) ~ i SERVICE WATER PUMP STRUCTURE !i TYPICAL SECTION I (Looking West) l i i I i ROOF EL 656'-0" 'i \\ - OP OF GRADE l T l EL 634'-0" -l i 5 l i ). a-_ i l - \\EL 627'-0" BOTTOM OF MAT EL 617'-0" i Y I \\ 1 .) -' ' 0 ,... j .4 B ACKFILL N'.u! : l $ *.o n

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i';, v fiE.U,q.:. . :..37,.ci.. \\ / ^ ~ (BOTTOM OF MAT j EL 587'-0" NATURAL MATERI AL s '\\

4 1 1 c $ERVICE WATER PUMP STRUCTURE PLAN AT EL 634'-6" I 8 6 '-0' " j 4 3 '-0 " 3 r 1 '.6" 32'-3f~2 '-0 " 7 '-3 "- 8 4 so H SYMMETRICA'. ABOUT CENTERLINE UNLESS NOTED N N 2-' 0 4 8 '-9 " FILL i 1 '-6 " o 0 106'-0" I i 51 '-9 " I i - 2'-0 " "/ e e F QF e \\.

i SERVICE WATER PUMP STRUCTURE l PLAN AT EL 592'-O" i i i 86'-0" INITIAL FINAL = j JACKING JACKING LOAD LOAD I?E W'

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(KIPS) (KIPS) 34'-1 " l END WALL 2,500 3,500 EACH SIDE WALL 315 450 j k l 0 0 0 0 I i r l H i != I:1... I 8,I 44 Af.I e 4 4' f t l l A f e[) h'

SERVICE WATER PUMP STRUCTURE SECTION 'yEL 656'-0" + ~_ J = GRADE EL 634'-6" __a -,c_ .a EL 620'-0" = A ~- T 5 ACCESS ROCK ANCHORS DRILLED s TUNNEL INTO EXISTING WALL A A-EL 592'-0" 1-4 EL 587'-0" t - (-d - EL 587'-0"(MIN) 6 '-0 " hbhl $$ h 0 b', e e I 1 si j k

8 1 UNDERPINNING WALL DESIGN ~ i FEATURES l l CONTINUOUS PERIMETER REINFORCED CONCRETE WALL e DOWELS AT HORIZONTAL AND VERTICAL INTERFACE e WALL FOUNDED ON UNDISTURBED NATURAL MATERIAL e WALL BELLED OUT AS REQUIRED TO MEET SPECIFIED FACTOR e OF SAFETY FOR BEARING PRESSURE l i LOADS JACKED INTO STRUCTURE TO ASSURE POSITIVE e TRANSFER JACKING LOAD MA!NTAINED TO REDUCE STRESS e DOWEL CONNECTION COMPLETED AFTER FINAL JACKING e TEMPORARY COMPRESSIVE-FORCE APPLIED TO TOP OF e STRUCTURE BEFORE DEWATERING IM"Ef*e'? ' ** o.ies. 22

.l i ~ SERVICE WATER PUMP STRUCTURE TOP OF UNDERPINNING WALL DETAIL

t. 2 % x 7 x 1 '-0" y

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4 i 2"G HOLLOW CORE -t.1 % x 8 x 0'-8" ROCK BOLTS @ 3'-9" rfh, y' MAXIMUM SPACING ~ *~ l !i l / H N EXISTING STRUCTURE i 1 ~ ' * *

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( SERVICE WATER PUMP STRUCTURE DETAILS OF POST-TENSIONING !l TIES i. l q;) 1:r) CIRCULATING l WATER INTAKE i STRUCTURE i s. k I 1' N(TENDON Typical) i / 1A J A i i SWPS / l (Roof Slab Not Shown) ANCHORAGE (Typical) l

1 l 1 1 SERVICE WATER PUMP STRUCTURE VIEW OF POST-TENSIONING ANCHORAGES i _ _ _ _ _ ____ _ __ _ _ _l ROOF EL 656'-0" i } i i j i I j 7 ---r r y= ",= = ""=-!;~S.i:. EL 652'-6" = l a

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l ANALYSIS AMD DESIGN ) e LOADS AND LOAD COMBINATIONS - MIDLAND FSAR MODIFIED FOR THE JACKING LOAD e SEISMIC LOAD BASED ON MIDLAND FSAR SPECTRA S9E LOAD INCREASED BY 50% ABOVE MIDLAND SPECTRA e I FOR UNDERPINNING WALL AND CONNECTION DESIGN e STRUCTURAL ANALYSIS ACCOUNT FOR UNDERPINNING WALL AND ITS CONSTRUCTION SEQUENCE e VERTICAL AND HORIZONTAL LOAD TRANSFERRED TO FOUNDATION MEDIUM BY BASE SLAB AT 587' AND UNDERPlNNING WALL BEARING AREA e STRUCTURE ACCEPTANCE CRITERIA IN ACCORDANCE WITH MIDLAND FSAR i e CRITICAL SECTIONS IN STRUCTURE TO BE ANALYSED PER ACl 349-76 AND RG 1.142 FOR NRC INFORMATION e PRELIMINARY ANALYSIS RESULTS EOs'"f,f,"e"*'^"'

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i i l SERVICE WATER PUMP STRUCTURE l ISOMETRIC VIEW OF FINITE l ELEME. NT MODEL l l l I l N N N s N \\ / N N N s N )/h N s N N 9 4 / NN/ ,;NN s

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s 3 h,-[ [~Nb 'J N /x%h z s / 'n[jsp ghg,/j r' UNDERPINNING WALL i, = SOILS SPRINGS d 9-UU 71,i iT' ' * # <. i,, i, i

~ ~ ' l MECHANICAL SPLICING OF l. REINFORCEMENT l' e HORIZONTAL REINFORCING BARS ONLY i e REBAR STRESSES NOT CRITICAL e TYPE-TAPER THREADED SPLICES l e CONFORM TO ASME CODE, SECTION 111, l DIVISION 11 (Section CC-4330) I e PREQUAL!FIED SPLICES (Fox-Howlett) e PRODUCTION SPLICING PROCEDURES i e INITIAL QUALIFICATION TESTS e PRODUCTION TESTS (i in*a 4 16

c.-_._-_ e SERVICE WATER PUMP STRUCTURE TAPER THREADED CONNECTOR 9 9 NO. 9 BA.R l , s, y, u,, i i u ni l l r i - A4 i ... j7 7 7-CONNECTOR i G I ti'24 1 e4

j l CRACK MONITORING REQUIREMENTS 'i e FREQUENCY OF MEASUREMENTS l v% %yr w W6 Installation of Post-Tensioning Ties } Activation of General Area Dewatering System i i Activation of Subcontractor Dewatering System initial Jacking of: o Pier 1 Pier 3 l Pier 7 Pier 8 Release of Post-Tensioning Ties Completion of Final Stage Jacking l Termination of Subcontractor Dewatering System i M ^ " "' ' v4 (Frequency of monitoring cracks shall not exceed 4 months) )[- d ' "f

i CRACK MONITORING REQUIREMENTS (cont'd) e METHOD OF MEASUREMENT . All Cracks Wider Than 0.005 inches Shall Be l i Monitored i . Location of Ends of Cracks and Points of l Maximum Crack Widths Shall Be Measured l to Nearest Inch O 18541 T

UNDERPINNING l DIVISION OF RESPONSIBILITY i BETWEEN BECHTEL AND MRJD 1 ~ e BECHTEL . Seismic and Structural Analyses j . Connection Details Between Existing i Structure and Underpinning . Rebar Requirements of Underpinning Wall i l . Initial and' Final Jacking Load Requirement for Structure . Dewatering i i l . Underpinning Subcontract Administration \\

R UNDERPINNING DIVISION OF RESPONSIBILITY BETWEEN BECHTEL AND MRJD (' cont'd)

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i l j e MRJD i . Depth and Base Requirement of l Underpinning Wall } l . Construction Procedure and Rebar Detail l . Settlement Calculations and Settlement l Monitoring Program i i . Input for Underpinning Specification 1 G t 555 09 MEDLANO UNiiS 1 AND 1 5,5188

l l QUALITY ASSURANCE l REQUIREMENTS j-e Q LISTED ACTIVITIES j j Construction of All Permanent Structure and i Connection i Any Activity or Structure Necessary to e Protect Existing Structure 1 e ALL OTHER TEMPORARY CONSTRUCTION ACTIVITIES NON-Q LISTED S 9/11 1 G-1854-23

f 'n. $> '* 9flI! l i SERVICE WATER PUMP STRUCTURE PLAN AT EL 634'-6" 86'-0" = = 1 4 3 '-0 " t 7'-3" 2 414F1 '-6 " 3 2'-3 "*J- - 2 '-0 " l , SYMMETRIC'AL ABOUT CENTERLINE UNLESS NOTED l N IN - 2 '-0 " 1 PERMANENT ' PERMANENT l. BENCHMARK BENCHMARK i' i' a 48 '-9 " plLL' i 1 '.6" "/ 2, l 106'-0" I 51 '-9" - 2'-0 " a 4 "/

l SERVICE WATER PUMP STRUCTURE TYPICAL SECTION t (Looking West) I 4 i f ROOF EL 656'-0"\\ i l TOP OF GRADE i L EL 634'-0" 4 I D N i EL 627'-0" BOTTOM OF MAT EL 617'-0" ~ T [ g

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ci .,7' 3'-0" '14 t a gV j \\ BACKFILL 1.h' i l Id. -l? 5'-0" s L- .!5,'% ','; L. : t.:.*.:: g g ' I \\ \\ / I PERMANENT ^ l BOTTOM OF M AT- / g BENCHMARK EL 587'-0" NATURAL MATERIAL g

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i 1, } \\ i SERVICE WATER PUMP STRUCTURE .L PLAN 1 1 86'-0" i

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) & STAIRCASE CIRCULATING WATER SERVICE WATER-4 INTAKE STRUCTURE ' PUMP STRUCTURE 1 UNDERPINNING PIERS ACCESS SHAFT N -,--i-----------r---,---- r-1- - - i h,/@ I( 3 {teindi$84$ih515) 4 h81) 5 i)7 <) 4 { .8 4'-0 " e". - ) 3 h,=1. nenml I 1 '-'-'-------it j l

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/N '- Z-NDERPINNING WALL~ ACCESS TUNNEL 3 6 '-0 " 12 j it U y! 7 v R-i - f et i-9 10 E 1 n Id O :: 4'-0" ^ EXISTING STRUCTURE / ^11..___._______,___________ _7________________l___ / 11 EXPANSION JOINT I i 8 l I I l i e i i I g I l j l l 4 i i l

I i SERVICE WATER PUMP STRUCTURE i PLAN (Connection to Existing Structure) - _[ /.' NOTES: )

1. DRILL AND GROUT ROCK ANCHORS

/ . 'j' INTO EXISTING WALL i b d l

2. PIERS 11 TO BE POURED ONLY AFTER

/ 11 COMPLETION OF ALL JACKING /4E1 [. PROCEDURES '/ 4 l 7, j ,/,/ 'y'N ROCK BOLT ANCHORS ~ / i i i VERTICAL i INTERFACE x /j ,, j ' 2" $ AT 3'-9" SPACING N, l { :by ^.. l-o... . ; e, - L [ \\ f; ...,.,,,,,...,,,2 .'s t ' ' 't i l it I

I 1 } SERVICE WATER PUMP STRUCTURE DETAILS OF ADJOINING PIERS 1 L* l 2 i 4" CLR i. 4 1 l 1 $h ' !?h .; _n _ S _? g.r. $$ $ g$ 1;5'" ~ [ tE 5. "?. ' h *,y13kI! y&gp@+%p: ten ..L:. i .m"L f s j L. $w er,-.. E. f y a.. g g f i #.,::e k- ,7 v

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t j SERVICE. WATER PUMP STRUCTURE l ESTIMATED TOP OF PIER i DEFLECTION DUE TO l SHRINKAGE OF~ CONCRETE VS TIME ~ ~ f 0.1 b E 0.2 N j w e i 4 L x 0.3 2E TEMP = 72*F REL HUM = 50% M 0.4 l 1 0.5 '1-10 100 1,000 10,000 TIME (days)

SERVICE WATER PUMP STRUCTURE ESTIMATED TOP OF PIER DEFLECTION DUE TO CONSOLIDATION OF SOIL VS . TIME (Time is Measured from Start of Jacking). 'O O.1 1 5 0.2 E5TiMAT5D POSSIBLE j RANGE OF DELAYED uj 'O.3 SETTLEMENT 1 l ~~ MINouuu S o4 .=_ = _ _ _ - = 0.s, ,g , gg ,,ggg , g,ggg T ir m m.... a

1 I SERVICE WATER PUMP STRUCTURE l ESTIMATED TOP OF PIER DEFLECTION DUE TO TOTAL 1 DEFORMATION VS TIME i i i t i I E i i 0.2 s z y.0.4 o$g 0.6 q ^ Q a 0.8 O H i

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1 l ~ SERVl^E WATER PUMP STRUCTURE l. ESTIMATED TOP OF PIER DEFLECTION. DUE TO CREEP OF i-CONCRETE VS TIME i I i: i i) i 0 i ELASTIC DEFLECTION , IN CONCRETE j y o,g,s l i X o E 0.02 4 z l E' ~0.03' A [- _3 0.04 g 0.05 1 10 100 $1,000. 10,000 l TIME (days) o.. 4 9

\\ SERVICE WATER PUMP STRUCTURE i, PENETROMETER CORRELATION . CURVES t CN-97.3 CONE PENETROMETER DIAL READING (psi) 7 50 100 200 300 l \\ \\ I T 20 E I. E a m 15 i \\ \\ \\ \\ 10 =- \\ x \\ ii 5 ~ d o 4 1 1% 1% CONE PENETRATION IN INCHES

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