ML20042A028

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Summary of 820118 Audit on Plans for Excavation Beneath Feedwater Valve Pits & Turbine Bldg for Auxiliary Bldg Underpinning
ML20042A028
Person / Time
Site: Sequoyah, Midland  
Issue date: 03/10/1982
From: Hood D
Office of Nuclear Reactor Regulation
To:
Office of Nuclear Reactor Regulation
References
ISSUANCES-OL, ISSUANCES-OM, NUDOCS 8203220581
Download: ML20042A028 (83)
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nm q s 3.- 7 .p g -s Cg g g g 4, g 9 D:cket Nos: 50-329 OH, OL and 50-330 CH, OL MAR 101932 APPLICAN1: Consumers Power Company FACILITY: Midland Plant, Units 1 & 2

SUBJECT:

SUMMARY

OF JANUARY 18 & 19, 1982, AUDIT ON PLANS FOR EXCAVATION BENEATH MIDLAND FEEDWATER VALVE PITS AND TURBINE BUILDING FOR AUXILIARY BUILDING UNDERPINNING On January 18 8 19, 1982, the NRC Staff and its consultants conducted an audit of the plans and preparations for " Phase II" of the construction sequence for the underpinning of the Auxiliary Building at Midland Plant, Units 1 & 2. The under-pinning construction is to be conducted in four phases. The first phase provided for installation of vertical access shafts and was approved by the hRC on November 24, 1981. Phase II, the subject of this audit, generally provides for further deepening of the access shaft, construction of limited drifts under the Feedwater Isolation Valve Pits (FIVPs) and Turbine Building, and installation of certain piers. Enclosure 1 describes the construction sequence logic more fully. The audit was conducted in Ann Arbor, Michigan, pursuant to Table A20 of the staff testimony presented during the OM, OL hearing session of December 1-4, 1981. identifies the agenda for presentations given by the applicant and speakers. The calculations, specifications and drawings audited are listed by. The applicant reviewed Phase I construction to begin in early February 1982, and informed the staff of a change in its plans to use a hollow steam auger for drilling soldier pile holes for the access shaft. The applicant anticipates difficulty in penetrating the hard glacial till with this technique. Instead, the holes will be augered with a solid stem auger driven by a Kelly bar, and will use a bentonite slurry and casing to insure stability of the hole. The NRC noted its approval of this alternate procedure. A letter to the staff and licensing board will describe the revised procedures. Mr. D. Bartlett described the Phase II construction sequence and its effects upon the Auxiliary Building foundation. This discussion is given by Enclosure 4. Hr. Bartlett's viewgraph slides are given by Enclosure 5. Using the slides fron Enclosures 6 & 7, Messrs. S. Lo and N. Rawson described the design details for Phase II underpinning, including the overhead support for the FIVPs, and drift under the FIVP and Turbine Building, and the Turbine Building underpinning. The presentation revealed two recent changes: (1) Piers 11 through 14 will be relocated about 4 feet south so as to be in line with piers 9 and 10, and (2) two 6' X 6' underpinning piers will be added beneath structural columns within tne Turbine Building. 8203220581 820310 PDR ADOCK 05000327 h PDR OF FICE k sunsaurp Nac ecau ais oo.eoisscu o24o OFFICIAL RECORD COPY " '98 -32s 824

Y. I. i N i A . The applicant's criteria for settlement of the FIVP is 1/2" vertical movement and 1/8" horizontal. The values are based upon stress in the main feedwater pipe (see FSAR Figure 3.8-18) and were arbitrarily selected (i.e., a higher value could possibly have been selected for the anal.vsis and found acceptable). The 1/2" criterion was deternined to result in 9324 psi stress at the anchor point of the feedwater pipe, which is well within allowable stresses for a no-break criterion. A criterion of 3/16" was set during the load transfer of the FIVP to its tenporary supports during early May 1981 and is included in the 1/2" criterion. However, the staff found that total settlement since the piping was first installed in 1977 was not known nor included in the calculated stress, and this represented an open iten. Two stean generator drain lines also penetrat' each FIVP (see FSAR Figure 10.4-10, sheet 1). These are seismic Category I lines, 2" is, diameter, that provide flow of feedwater from the steam generator to the main condenser in the Turbine Building. Plant startup procedures call for isolation of these lines at about 4Y. power. The line is automatically isolated in the event of a main steam isolation signal to the isolation valve located within the FIVP. These lines are not presently connected through the FIVP-lurbine Building wall and therefore need not be considered in the movement criteria. However, the staff requested that these lines should first be shown not to be limiting if a decision is made to connect them prior to completion of the underpinning construction. Monitoring details for Phase II construction was described by Mr. R. Adler using the slides of Enclosure 8. In addition to monitoring structural movement, it was agreed that cracks in the FIVP should be monitored at the following construction points: (1) Base line monitoring before extending access shaft below elevation 609'. (2) Monitoring during drifting to pier W-9 l (3) Monitoring after completion of drif t to pier W-9 (4) After conpletion of all material beneath FIVP (5) Prior to jacking of permanent underpinning (6) Af ter cotpletion of jacking of permanent underpinning (7) At two nonths maximum intervals if not covered by above events (8) After any rejacking N"" > DATEf l unc eanu aie io,soinacu o24o OFFICIR pr CORD COPY ' uwo weo_3n en

g .q m m;; cg g n %f D p Open itens identified by Mr. F. Rinaldi of the staff's Structural Engineering Branch during the audit are listed by Enclosure 9. Design issues audited by Mr. J. Kane of the Geotechnical Engineering Staff, and the disposition of these issues at the conclusion of the audit, are listed by Enclosure 10. Several of these items will be discussed during a subsequent audit for Phase III construc-tion which is scheduled for February 3-5, 1982. Darl S. Hood, Project Manager Licensing Branch No. 4 Division of Licensing

Enclosures:

As stated cc: See next page "'c'>...DL ;LB, y ..L A; pgLB..#.4...t[G EB....... (..,dKane,,3,,, , al d i,, ,,EAden s ag,, ...W.B.. .D.L:LB..#.4.. 5""^"'>.DHood,(, .!@u2nca,n,., ^">.J.(J/s2, 2/p,y,82,,, ,g(,gla2,,,, .z,,,/8,2,,, 2z,,za2,,,, NRC FORM 318 410 80) NRCM O240 OFFICIAL RECORD COPY ' " '9eus29 82

MIDLAND Mr. J. W. Cook Vice President Consumers Power Corpany 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 Ms. Ma ry Sinclai r Midland, Michigan 48640 5711 Summerset Drive Midland, Michigan 48640 Ms. Barbara Stamiris 5795 N. River Stewart'H. Freeman Freeland, Michigan 48623 Assistant Attorney General State of Michigan Environmental Mr. Paul' A. Perry, Secretary Protection Division Consumers Power Company 720 Law Building 212 W. Michigan Avenue Lansing, Michigan 48913 Jackson, Michiga,n 49201 Mr. Wencell Marshall Mr. Walt Apley Route 10 c/o Mr. Max Clausen Midland, Michigan 48640 Battelle Pacific North West Labs (PNWL) Battelle Blvd. Mr. Roger W. Huston SIGMA IV Building Suite 220 Richland, Washington 99352 7910 Woodnont Avenue Bethesda, Maryland 20814 Mr. I. Charak, Manager NRC Assistance Project Mr. R. B. Borsum Argonne National Laboratory Nuclear Power Generation Division 9700 South Cass Avenue Babcock & Wilcox Argonne, Illinois 60439 7910 Woodmont Avenue, Suite 220 Bethesda, Maryland 20814 James G. Keppler, Regional Administrator U.S. Nuclear Regulatory Commission, Cherry & Flynn Region III Suite 3700 799 Roosevelt Road Three First National Plaza Glen Ellyn, Illinois 60137 Chicago, Illinois 60602

Mr. J. W. Cook -. cc: Commander, 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 Canoga Park, California 91304 Mr. Neil Gehring 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 Geotechnical Engineers, Inc. ATTN: Dr. Steve J. Poulos 1017 Main Street Winchester, Massachusetts 01890 6 m

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d* , s Swanberg 1-18-82 (Page 1 of 2) - h **"' '.'s. AUXILIARY BUILDING UNDERPINNING AGENDA

1) INTRODUCTION N. Swanberg
2) CONSTRUCTION SEQUENCE D. Bartlett
3) DESIGN DETAIL A) FIVP Temporary S. Lo B) Extention of Acess Shaft N. Rawson to elevation 597 C) Drift under FIVP, N. Rawson Turbine Building D) Turbine Building Underpinning N. Rawson
4) Monitoring Details R. Adler d

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? e 'e (page 2 of 2) PROPOSED CONSTRUCTION RELEASE (PHASE H)

1) EXTEND ACCESS SHAFTS TO ELEVATION 597 2)

CONSTRUCT DRIFTS UNDER F I V P AND TURBINE BUILDING UP TO PIER W8 AND E8

3) CONSTRUCT PIERS W8 THRU W14 AND E 8 THRU E14 4

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b o Calculations FIVP Temporary Support Turbine Wall below el 609 Turbine Pat for Undermining Piers adjacent to TIVP under Turbine Bldg. Euttress access shaft for Wale loads from acess shaft Containment wall for terut loads Lagging Calculations Turbine Building Permanent Condition Bearing Pressure Calculations for Piers Specifications Access Shaft Installation Underpig%g (Information Draft) Drawings FIVP Support Steel Tunnel Details Pier Details Pit Details (Sketch) Stre; Details Construction Sequence Deep Seated Bench Marks }bnitoring Instrumentation Monitoring Data Forms 4 1 i

.t f, f jr - 7 L (page 1 of 11) A DISCUSSION ON THE EFFECTS OF PHASE II CONSTRUCTION ON THE AUXILIARY BUILDING FOUNDATION This discussion presents reasons why Phase 11 construction will not be detrimental to the foundation support of the auxiliary building-Phase II is primarily the construction of several 3 ft, by 6 ft. i.and dug piers and 7 ft. high by 6 ft. wide access drifts necessary for access to the pier locations. Phase II does not include any undermining or removal of the supporting soil direct 1; beneath the auxiliary building. Although there is lateral excavation adjacent to the materials supporting the auxiliary building, and there are excavations for hand dug piers, as explained below, these excavations and the construction of the piers will not be detrimental to the auxiliary building foundation. The first consideration must be the strength and rigidity of the auxiliary building structuro. The massive east-west shear wall is capable of redistributing the building loads to the underlying soil if necessary. A preliminary finite element analysis of the structure indicates that approximately 7 ksi maximuy increase in rebar stress will occur if a 20 ft width of soil were removed under both the east and west ends of the electrical penetration wings. This is a design case far more severe than any condition that could exist in Phase II con-struction. Therefore, this acceptable increase in stress provides assurance that the Phase II construction will not be detrimental to the auxiliary building foundation. In the actual case, there will not be any soil removed from under the auxiliary building; only a minor redistribution of the soil pressure bulb will take place, as a result of the construction. Construction procedures are an important consideration. For the access drift, the procedure will be to advance the excavation approxi-mately four feet without lagging. The unlagged excavation can be ex-pected to stand at greater than 3 vertical to 1 horizontal during this stage of construction. After the excavation has been extended, a steel support frame will be installed four feet beyond the last in place frame. Lagging will be placed along the sides of the drif t between these two frames. Previously excavated soil will then be packed behind the lagging to restore lateral support to the unexcavated soil. The pits will be constructed by the " excavate i foot - lag a foot" method in the fill material. Immediately after the lagging is in place, it will be backpacked to return lateral support to the surrounding soil. These construction procedures for the access drifts and the pits are by controlled hand methods. Tley are also very localized con-struction activities. Additionally, no two adjacent pits will be worked on at the same time. 9 m e.

O e (page 2 of 11) i i From field experience and the references listed at the end of t i this discussion, approximate limits of significantly disturbed soil adjacent to drif t excavation can be expected to resemble the shape shown in Figures Al and Bl. The maximum horizontal projection of these zones of influence is approximately one half the height of the excavation. These figures, drawn to scale, indicate that the expected zones of influence do not extend to the soil supporting the auxiliary building. j l The effect that the excavation will have on the " bulb of pressure" i beneath the auxiliary building must also be evaluated. The vertical ~ pressure in the supporting soil reduces with depth. The pressure lines on Figures A2 and B2 represent the bulb of pressure corresponding to one-tenth of the contact pressure beneath the foundation of the auxiliary building. Thus, it is seen from Figures A2 and B2 that this one-tenth ratio line does not intersect the access drifts. However, there is an overlap of the zone of influence of signifi-cantly disturbed soil from Figures Al and B1 with the 0.1 pressure bulb. This overlap will cause a redistribution of pressure, but because it occurs in a zone of low pressure the effect on the auxiliary building will be insignificant. J In a similar manner, excavation for the pits will cause distur-bance of the low stress regions of the pressure bulb created by the auxiliary building. Again, this is a minor redistribution having an insignificant effect. A contingency plan for ground stabilization will be implemented if the soil is found to be instable, or if the instrumentation indicates movement of the auxiliary building. The above discussion clearly indicates that Phase II construction will not be detrimental to the auxiliary building. + ) REFERENCES 1. Foundation Design, Wayne C. Teng, page 125, 126. l 2. NAVFAC DM-7, Department of Navy, Figure 13-8. I i 3. Rock Tunneling With Steel Supports, Proctor & White, page 62. 4. I Cofferdams, White and Frentis, page 61. f i l 1 I i i 1 l?

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==t m ~ ~.~- - ~.. .n s, .- e ~. u,.,,. 7 sium os s owin sinaia 125 126 w An imitws m.6 l l.et I,,, = lise load + dead load for the column which has the largest G = surface load; ? hse load l dead load ratio; o g,,,, i.,33 = depth of the gisen point; L, = service load for the same column; r== O + 38 + -8, see Fig. 6 * = dead load + } lise load for ordinary buildings; p = angle between line J and sertical. q, = allowable bearing pressure as determined by the principles B.ised on Boussinesq's equation, the discussed in Sec. 6-5; / .a sertical stresses under continuous, rect- { ancular and circular footines have been y, = design pressure for all footings escept the one w. h largest live coInputed. The results are show n in Fig. it i load, dead load ratio. g.$ 6-10. In these figures the magnitude of T hen A = area of footing supporting the column with the largest lise sertical pressure at various points are 3o

  • D ' ',
  • load, dead load ratio.

t gisen in terms of the bearing pressurcq. For esampic the vertical pressure at any o "" E' IT' rig. 4-9 verticalsiress due to a point load. point along the line 0.2 is equal Io 20 9 5 ys = L,fA Sersice load Area for other footmgs = t--- 8 q un,tarm preswe, e 04 ieeieeseen ng I p l l "' } e -~s,. 6-7 Stress on Lower Strata o., g {8'

1. For stability analysis of footings, the pressure under a footing may be g'

ios 8c e. 8 assumed to spread out on a slope of 2 sertical to I horizontal. Thus, a load -8, - - - 2 O acting concentrically on a footing ,,,,,,,,,,,,,,g,t l.l l l 3 -5 o' 1--- area of B x Lis assumed to be distri- / i.S a I l buted oser an area of(B + Z)(L + z h j ume.a Z) at a depth Z below the footing, 4 i i 248 s pressure, e  % Appio.imate pressure I..-ag. 6-H. If any stratum of soil is p 58,.,oyora o tai ,,,,,. y.,_.;7m c;,,,, '...... re' l madequate to sustain this spread-out v pressure, the design bearing pressure s.t o,,,,, e I 0 ~ f, should be reduced. Iloweser, for a rig. 4-s Approminute distribution of sertical two layer system of clays, the pro-pressure under footing. l g,, i es SS I l} - cesiure described in Fig. 611 gises t more rehable results. ( -os to I I

2. For settlement analysis, the approsimation abose may not be sulTicient,

/ 85 and a more accurate approach based on clastic theory may be required. All ]! 0' clastic methods are descloped from the Houssinesq's equation which deals ,,, l, g g' with a single load acting on the surface of a half-space (infmitely large area ts zo g, ^ od S'g' R and depth). h q = $$ = $. cos f (6-5) 2" (c) s 2nR5 2n:8 (t>> b where q = vertical stress at any given point; Fig. 410 % eriie d stroses under footing: ta) under a continuous footing: t b) under a circular footing;(c) under a square footing. t2 443 00 i

.j BEE '" '""" 4 - "S ' j OUTSIDE DIMENSIONS OF PILE GROUP IN PL AN : A *8 (B )lS SMALLER DIMENSION. PILES l h LAYER h IS UNDERLAIN BY COMESIVE STOP IN TOP OF COARSE GRAINED LAYER STRA'UM. LAYER @. n : NUMBER CF PILES. "OG NOG e l.. -.I l...l ,{ f,,If f(fil/filfi <ffIf f/ / R {//iff/// ,f.- i t R,. - ~.. j v V/ \\ v M lC V w LAYERh A LYER@ <r He _,g g g 7 _ \\ [ j B-- i 9s0 f B- 'f # 1 h $ hfl $ , ii, ) // /, h h .r o, m ? / 1[ nog \\ '\\ / "OG \\ 600 60 L H2 \\ 2 / \\ H \\ g \\ \\ ~,,,'~ nnumin~usiini,\\,C : 0 / I# I I f l I l l I l \\ I ' ' - / C: O. lIlIIIlIIf M (~ ~,w n.,un,~ ~~ ~, ~u i u, v u,i u ,,n i, \\ \\ \\ LAYERh \\ [ LAYER @ \\ j [ [3, C3e [3, C3, 93:0 \\

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\\ / L'L JJ_LLLLL1JJJJJh fl JJJJ_LLLLLLLLL'd DISTRIBUTION OF PRESSURES DIS TRIB U TIO N OF PRESSURES BENEATH POINT BEARING PILES BENEATH POINT BEARING PILE! La rge @ es cCats tri (p sC) Larte Q Is coststonLEss (C eo) n;; e utrona rt Leso caractry cv snour rautunt om Larte @ en: A as QJt s otrosatt caracorr or sonsLt plLE or snCon0 serin is nr Otern snierte inen tuosnr or rotts etsu nor el res eston vor or Laren Q onclu0tc se aretst0 Lca02' I! La rte Qt is EsstarinLLv sinflan 10 ratturfte Larte Q rn,C s1 10 in 9En y), Ca ta la nG; rnos r os.IN. runt spacons S se: or f Ourrens sota rt s vnce 4,: :' S' ' **: n Ga ct, u, ngs

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+ sng w tan f 8,s-ra i m s a von prLE sencres strette en ano sen, onrEnocLa rt strette rat entuts rca sn se ssa. von earte stan to rat sacue0 suninct. sussrorutt h e ren t;se0 Ves. orca Ye on rut asort rennutas. sertaroLa rt strutte rnist Littr$ rCn Iertnut0le rt Ca rin LittL. se ser cast rut posstsoltre cr va stunt on CLa r La rte @ sust si laatsrtsnit0. rnos os rantscutantr ter:stant or Larte @ ts rusa C0eranto 10 Orates tCe Iss. Fa slant Cr ta rin @ Cccuns Ir LCn0 Olstatsort0 Ce r09 Cr La rtn @ as s"Cse facitDs t.3c,n,. - recrons e, e, g n, os te ret;rnoe v os.It.I 'On nLL conostocas Exctor FCn contstontiss scols enth La rtn @ Is stEllen 10 La rtn D se rets cast use a; .,.ae0 m, rose rus.es.r. l a .l FIGURE 13-8 Ultirnate Load Capacity of Pile Groups in Layered Subsoils l 7-13-17 i 4 ~ ~ ~. ~. - ~ ~ - - ._o .__n--.

~ { . - oo 10 J T believed tt ei. The balance The rock load H,is represented in Tig. 27 by the rectangle e f isd arch. The weight o d W the ' of the weight of the overburden is carried by the grounis transferred by the f h tunnel. h d bodies The weight of the outer part acts as a surcharge on the top of the wedge-s ape Dense sor part c d di ci the horizontal pressure exerted bY which tend to slide into the tunnel and increase these bodies. Loose san Sand surface The sc of the eart pi, on these in which w After t side pressi Carried by arching H Experi - Approx. 5 + H, - above the values det movement satisfies il minimum : the tunnel 1

Carried by H*

l i Carried by g wedge b d i i Effect of sc 1 Carried by aec l roof support I I j wedge I I l If a tt tunnel act. p _ _. 7 _ l 7 / Y l I / interstices N \\ l g / 8 j referred tc \\ / H' tunnel roo: Direction \\of / +-.- / throuah th movement during- + excavating \\ ,. / 100f corre operations. \\., - ,,J c ch locate \\:..

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tr.* archin g:, .f[ y .fy w .v.. .gg ; f-h.ight H,, Fig. 27_ Loading of tunnel Effect of sr support in sand 5 If a tu The rock load H,is determined by eq. (2). According to the text accompa towards th h sand in a: this equation the value of the constant C depends on t edistance d through which the tigate the the materials in which the tunnel is located and on the l d The distance d is sustain the i crown of the ground arch yielded before the support was instal e. At a given width trated by I l not known and it can hardly be determined by practicab e m { h are located a1 ex. icci values are at a. perec with which the tunnel support is backpacked. The following numerd Nevertheless it is clusively based on the results of the model tests with dry san. g i 62 .I

k-I , - pg 11 a i Lateral Earth Pressures Gs P = H x ill x-=s wlP w 2 2 8 Comparing the above to the liquid pressure of a material of the same unit weight, we get a ratio of o.23, as liquid pressure would be %wH2 This ratio is called the coefficient K and was intro- - - -j y - -> A B k l l i 1 l I l FIGURE 6. Al'I'RONI3! ATE BREAK 3 I IN A BANE, st.\\f rt.!FIED FOR g p g cmirUntioN g l \\ \\ 8 s N , _. _.t. C n W duced by Terzaghi.8 It is an aid to rough computations of earth pressures, but in many respects is misleading, as the distribution of pressure along the face of a solid may be entirely different from that produced by a liquid. It will be noted from Figure 63 that r-- L_--J l P, vnd Pressure FICURE 6.[. LIQUID PRESSURE a l Incressmg mih og g wgtt Depth Toisi premarc (P) for unit width: l P = % selP. O 1 _. - l l v

t. e w#

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'l ) i AUXILIARY BUILDING UNDERPINNING FEEDWATER IS0lATION VALVE PIT TEMPORARY SUPPORT STRUCTURE

SUMMARY

OF PRESENTATION

  • DESCRIPTION OF FIVP i
  • DESCRIPTION OF TEMPORARY SUPPORT STRUCTURE

[gi a n, i ~8 t %W

  • METHOD OF ANALYSIS AND DESIGN

( ~ ~- i

  • LOAD TRANSFER PROCEDURE
  • MONITORING PROGRAM l

I e N i E9 ., s

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=O u m. i MIDLAND SOYE PLAN I i TITTABAWASSgt RIVER COMBINATION f \\ SHOP EVAP AND M' AUX BOILER-i BLDG N O l t BORATED WATER O: TANK \\ . COOLING-T9WER V O ) SOLID RADWASTEg

3 AUX BLDG -

l r^s 0 REACTOR BLDG UhlT 1 _ '.k 4 '~ s 2 = -REACTOR BLDG t UNIT 2 ADMINISTRATION AND-+ N -CONTROL TOWER SERVICE BLDG TURBINE BLDG PUMP STRUCTURE 1 DIESEL GENERATOR = BLDG s--_-. j IRCULATING WATER~ss m O INTAKE STRUCTURE O S \\ o ha \\ N E N N g . EMERGENCY COOLING \\ [, l WATERRESERVOIR \\7 \\ I y t si ), AFFLE DIKE N.N

.---g

-~' j*7

4 COOLING POND
i

- h,

AUXILIARY BUILDING UNDERPINNING '"N P3 !2 FEEDY!ATER ISOLATION VALVE CHAMBER LOCATIOR PLAN 1 BUTTRESS 360* 0* - AUXILIARY BUILDING i 3 '- 6 " R = 58'-0" 268* 270* l 224'-30" QBUTTRESS QBUTTRESS l FEEDWATERISOLATION, f M VALVE CHAMBER i TURBINE BUILDING Q REACTOR BUILDING i AUXILIARY BUILDING i UNIT 1 SHOWN - UNIT 2 OPPOSITE HAND G-1932-05

i c l l AUXILIARY BUILDING UNDERPINNING l FUNCTIONS OF FEEDWE"ER i ISOLATION VALVE PIT i

l e ENCLOSE SEISMIC CATEGORY I FEEDWATER J

l PIPE AND ISOLATION VALVES i-i l' e PROVIDE MISSILE PROTECTION 1

l l

1 i i l m I n i 3i! " f$o"u"S' u"Sineinuina siisiaa E l l 7 o-sea 242 l l y i a i t N !I Li

\\ AUXILIARY BUILDING UNDERP!NNING DESCRIPTION OF FIVP 1 e APPROXIMATE DIMENSION - 28'- (E-W,i x 26' (N-S) x 26'-6" (height) i e WALL - 2'-6" TO 3'-6" THICK ,j il e ROOF - 2'-0" THICK i 4 1 e BASE SLAB - 4'-0" THICK (nominal) E O en a l e WElGHT - 1950 KIPS EACH L m X LIAHY ILDING UNDERPWNWG 1/15/82 G-1932 07 S m ..s-. - -

I 4 i i AUXILIARY BUILDING UNDERPINNING MATERIALS USED FOR FIVP i e CONCRETE - 5,000 psi e REBAR - 60 ksi MINIMUM YlELD i xL Y BUILDING UNDERP!NNING 1/15/82 G-1932-08 O $/l i. Ei m i m I i m t N

. - pg 7 of 22 AUXILIARY BUILDING UNDERPINNING FEEDWATER ISOLATION VALVE PIT PLAR VIEW OF SUPPORT Q W24 x 94 SUTTRESS ACCESS Q W24 x 130 s SHAFT WALL Q W24 x 94 / '[ '// f[ ( 3 3/4" ,e / (TYPICAL) !/ \\ s / f N

  • /f(/,/

\\ / s fg x 0 5+-AUXILIARY f // l BUILDING WA \\, x q W24 x 94-C - _ _ - - _. - _ _ - _ _ _ _ _ =] <' i q W24 x 130 = . _ _2 __ 1 q W24 x 94 p 2 \\ V_-- k / W 'm y OK l TURBINE BUILDING WALL i" PLAN AT EL 651'-0" E8x$Ne"u1*oI/EuNCERPiNNING 1/15,82 G-1932-03 .-w.

. - pg 8 of 22 AUXILIARY BUILDING UNDERPINNING FEEDWATER ISOLATION VALVE PIT SECTIOR VIEW OF SUPPORT 13/ 8" ROD [2'(ROD 2" ROD 3 1 3/ " RODi' 8 c J i ( m W24N d W367 W24 dd e f ll sj ll il n \\; si l' ll I W14 M_ HIGH STRENGTH e- ' COUPLING (TYPICAL) g '[; l W14 I l GROUT PADF T/U PARAPET ,l_ } / ' ' ',' TOC EL 642'-0" [' ' l1 l TOC EL 642'-0" l 3/4" ~I M KEYHOLE I -.j -EXPANSION BUTTRESS .l NUT, AND SHAFT HALL (# l WASHER ,' ANCHORS ACCESS 'ti i. (TYPICAL) r [1, TURBINE I BUILDING 4 y g WALL Y BU LDiNG UNDEPPINNING 1/15:82 I G 1932-02 I

a. l i I i 0 l AUXILIARY BUILDING UNDERPINNING 'II' FIVP TEMPORARY SUPPORT .j .I s 6 t fi i !j'. METHOD OF ANALYSIS j i I a APPR0XIMATE METHOD f I t COMPUTER METHOD i i I l, g' l* n l 8 i 8 to ; e t I.lf % 'l :; 2 l l h-

l AUXILIARY BUILDING UNDERPINNING l MATERIALS USED FOR FIVP TEMPORARV SUPPORY i i e STRUCTURAL SHAPES - A36 e STRUCTURAL PLATES - A 36 AND A588 4 i i e RODS - 2"$ RODS OF A354 GRADE BD l e ROCK BOLTS 3/8"$ SUPER HIGH [E STRENGTH WILLIAM ROCK ANCHOR [, i L T = " = t"a*x - ~ m,,m e, .. 32. u R N j i

AUXILIARY BullDING UNDERPINNING FIVP TEMPORARY SUPPORT APPROXIMATE METHOD OF ANALYSIS 1 CONSIDER STIFFNESSES OF RODS, BEAMS LOCATE CENTER OF STIFFNESS AND CENTER OFMASS DISTRIBUTE FIVP WElGHT TO RODS AND BEAMS E n 5i .e t 4 O j 8, i-m,

I! l i i i I e !l AUXILIARY BullDING UNDERPINNING I I .s I i' FIVP TEMPORARY SUPPORT

i I

i COMPUTER ANALYSIS ~ I i USE STRUDL PROGRAM I.J .i ' MODELRODS AND BEAMS i i i ii { APPLY JACKING FORCE TO BEAM SUPPORTS

I t

I m. r-l =

o i'!

E' 2 ! cn - E M s

i AUXlLiARY BUILDING UNDERPINNING j ; fii FIVP AND TEMPORARY SUPPORT DESIGN CRITERIA l \\

  • ACI FOR CHECKING FIVP l
  • AISC FOR DESIGN OF STRUCTURAL STEELMEMBERS AND RODS I
  • MANUFACTURER RECOMMENDATION FOR ROCK BOLT DESIGN
  • 18 STRESS INCREASE FOR STRUCTURAL STEELDESIGN O.FOR CONSTRUCTION,'

t t I m h CONDITION i m, CD ' I LO t; N

AUXILIARY Bull 3lNG UNDERPINNING

SUMMARY

OF STRESSES FOR FIVP TEMPORARY SUPPORT ACTUAL ALLOWABif W36 BEAM

20. 6 KSI 22.0 KSI W24 BEAM 13.3 KSI 24.0 KSI l

2" R0D 141 KIPS 259 KIPS l T 13/8 ROCK BOLT 100 KIPS 98 KlPS (2% OVER FOR 2 BOLTS) & l' s 2 o, 8 k C i N

4e l AUXILIARY BUllDING UNDERPINNING

SUMMARY

OF STRESSES FOR FIVP i l ACTUAL ALLOWABLE SHEAR AT ROOF SiAB 43 KlFT 60KIFT MOMENT AT ROOF SLAB 41 K'lFT 49 K'IFT i TENS 10N ON WALLS 1950 KIPS 2065 KIPS (FOR 2. WALLS) i m 1 5i cn ! LO E

AUXILIARY BUILDING UNDERPINNING

SUMMARY

OF STRESSES FOR TURBINE BLDG & BUITRESS ACCESS SHAFT ACTUAL All0WABLE CONCRETE BEARlNG TURBINE BLDG WALL O. 6 KSI 0.89 KSI BUTTRESS ACCESS SHAFTWALL 0.52KSI 1,49 KSI l lNCREASE IN LOCAL S0ll BEARING E Bi; TURBINE BLDG 3.5 KSF 10 KSF 'l 3i ai BUITRESS ACCESS SHAFT 3.4 KSF 15 KSF E'

. - pg 17 of 22 ~ AUXILIARY BUILDii4G UNDERPINNING FEEDWATER ISOLATIOR VALVE FIT LOAD AT SUPPORTS HORIZONTAL DIAL GAUGE e VERTICAL DIAL GAUGE 1 ' -0 " 3"(TYPICAL) 1 '- 0 " 3"(TYPICAL) C 6" z 3"(TYPICAL) a e 4 DY\\ \\ d A x\\ 6" 3"(TYPICAL) SUPPORT NO. LOAD (K) A 650 f B 550 C 550 D 650 x LI YBULDNG NDERPINNING 1/15<82 G 1932 01

AUXILIARY BUILDING UNDERPINNING FEEDWATER ISOLATION VALVE PIT SECTION i W36 A ,r--- i ~ 314" t (TYPICAL) i 3/16 " x 19 " 5'- 6 " ) ,t 3 314" EXPANSION 31 ", x 15" x 5'-6" ANCHORS t3 4 f (TYPICAL) i \\nn l 2 '- 0 " l a i l ii em y l! / i s o 'I I \\ ( GROUT c. 'o' p'.'.5: ,l9 Nf -R.Nf \\ HYDRAULIC JACKS 3 E 3 /,, x 20" x 5'-6" 4 m Ra e,

  • 1 MIDLAND UNITS 1 AND 2 (D

4 AUXILIAHf DUILDiNG UNDERPINNING 1 12 82 G 1932-04 cn t 4Cl a; M

l l l ~ i AUXILIARY BUILDING UNDERPINNING FEEDWATER IS0lATION VALVE PIT l PRESENT MONITORING PROGRAM DI AL GAGES TO MEASURE HORIZONTAL AND VERTICAL MOVEMENTS i INCH MAXIMUM SETTifMENT BASED ON FEEDWATER PIPING GAGES READ WEEKLY j T2 o a cn a 40 G N9

- - pg 20 of 22 I YM* 0 of i_ e. 3 = c. 55 l! i s s . e 1 II'. i l 188 I 8, I i

  • i s

7-- 8 s e$

a.

0 3 d e gw i = 6

  • 5 G

If ,4 i l 1 1 / g g g / / I \\ N g 1 1 I \\ \\ \\ l I \\ ,i g i I f \\ \\ I \\ 1 I / l I I I e i e g: t r f l' l I I l I u I i I J \\ g I:t s

1 7

I L / \\ X N i f \\ \\ f,g g I I J \\! 1 I M s !,:] !s I \\ 4 ,i /a i s i \\ l \\ l ~4,s + \\ 1 i i

s I

f I /

h. l_

e i l i \\le - I t \\ /',, ) ~ lg }g q r i 1 1 g I / / i 1 1, i t I /i f I / a I I I / Be la e3 9 / \\ t e a e s E 1 .Ai ( e V i.: e ,s 6 e e -a a le g a 9 e 3 e e a ja e ge S a S e a ?e ?? ?? ?? ??o ??e ? e e C C E E V 2

% - pg 21 of 22 I g o w_ 8

  • E l~

ge E _I l$ un s g s e g g e d = (l. l ~5, E _5_5l l I l I I i E g!j 8 a '. I i g $3 o t Il e g e E g== =

j

.? a o e ~-

  • b s

t, la! e 9 I s i I i e lafi f f ' A l* I \\ 3 s i I \\ e 3 i / \\ / q g 8 i t f i'l I i s ,\\ / 's i a \\ .l E \\ \\ ,,e 8 1 / g x r i I \\ le e I l f 4 8, I:;l g l 1 i (* e { \\ \\ \\ le 1 1 y .a i \\ .a t 4* ej I g 1 / f f g f ! *g e I ( n i f a 3 Ia .i i, + i = e e I I l / .e n le eg 9 e e I .A 8t- .g = e o e i:- .g = e a e A 8 1 **

s l,

e e 8 li

l:

e O G G g g k j

AUXILIARY BUILDING UNDERPINNING FEEDWATER ISOLATION VALVE PIT MONITORING DURING UNDERPINNING i l 1

  • FIVP MONITORING PART OF OVERALL UNDERPINNING PROGRAM
  • REJACK FIVP WHEN SETTEMENT APPROACHES.3/8 INCH 4

l l

  • CRACK MAP FIVP BEFORE AND AFTER EACH MAJOR CONSTRUCTION ACTIVITY AFFECTING FIVP l

E Ei 5 1 m i 3 l3 \\

s 7 i PLAN - ACCESS SHAFT AND ACCESS DRIFT BUTTRESS ACCESS SHAFT e\\ \\' ! 4, i -e e 2 \\x g 1 y _' \\ (,( -/ Access 1 \\ H h SHAFT m-N F ~' FEEDWATER ~8 '\\ ~ lSOLATION o8 l i i s VALVE PIT AUXlLIARY i 'I/. " '.. ! i BUILDING l iE' k$_. ,' bhNf 4.[ ), ll's_ 's E. ~_WE I ._8d I 'l W g Je i; s_s s l L---- 2 I EXISTING TANK i 4 WALL BELOW t_ i I TURBINE W8 ,_. E TURBINE BUILDING l 3 BUILDING - ~. J l ,O3 i _( __ __) m,', [ I l _J l = h-E c- - ' / I ACCESS DRIFT ,[ E a E Peu2 E u.[oene o,,,, I i i ,y _'_ l s= v!.# ej ~. i t ,' ', e -__C~"_--- ~ L _.. _ _j

t i l l T PARTIAL PLAN OF ACCESS DRIFT b b, b l D

AUXILIARY SUILDING-

^I l I ll l1 L . _-r .s il 9 _1 K W7 We W4 W3 W4 4 W5 1s>c \\ / T ACCESS DRIFT / / I ^ 'n N'N _ _. ?W5s i 1U 14 ~; 0nc l BUILDING g 8 L____J L _ __ s' m.... s.., ~..m m,.u ,,.2 o i i. : m

3 SECTION - ACCESS SHAFTITURBINE BUILDING 4 e F +EL 634'-0" j p,_- i ) WALE 1 EL 629'- 0" ' ' " " ~ ~ i ] l TURBINE I, BUILDING l 3, _ LAGGING J' J ACCESS j SHAFT j l BRACE ), e WALE 'l d EL 613'- 0" l -.g jg j,..' - -. t. M.' A Ni U?l fk SOLDIER PILE - EXISTING -c TANK ^ EL 599'- 6" EL 601'- 6" m w ..s., I 2 t/1 4 c Mf 4 ANil ON815 t APelt ? = 0 g gjg gj.3 A4Jlt4IAHv itut1MPetiUN((ltPINN4PsG l 12 8? N I "O LO lah O -+> C1

4 ACCESS SHAFT WALES AT BUTTRESS ACCESS SHAFT ev[g-EL 634'- 0" EL 629'- 0" WALE (LEVEL A) UNDERPINNING ACCESS BUTTRESS SHAFT ACCESS SHAFT EL 613'- 0" g WALE (LEVEL B) EL 599'- 6" g F WALE (LEVEL C) i ~hs EL 591*- 0" EL 589'- 6" i V WALE p,. i. _ i,n 0" (LEVEL D) I I I l l W15 FINAL EXCAVATION I CL 571'- 0" g' I wr l 5'- 0" S O t v- %a _...,i_,, .uvaise mm re.tnev nwer. i n ai

r. iore is y

0 E

5 PIER BRACING _g_ k, ( 3 TURBINE AUXILIARY BUILDING BUILDING g ,f~. - - - - g. a: -lg j., _ ( 25-c j, CONTAINMENT A OR BUILDING II EL 599'- 6" STRUT d 2 _-~ O WALL _, '""-- ] J .U y i p; EL 589'- 6" STRUT ct -, J ..,. N,,- _)) {" t ca - .'h ~ y a_ r i k. 3'- 0" x 6'- 0" PIE R EL O r-@ E L 571 *- 0" E ._t_,

,o o

e :. o ll w P O un k C, m ,, EL 562' 0" k,. 5 e N ene= we sesvs e Asen 7 Apat t400t HUS (190La UBEG OFWd8SP0la g gg gy b $4/W h4 g ta 4.n O -b W

6 STRUT BRACING 2 / BUTTRESS / / l,^ REACTOR / ACCESS / l BUILDING / SHAFT o9 WALL j l . g. e ~ b 7,/ i, / 1 / \\ i / FEEDWATER l M f( ( ISOLATION l lI I 1 \\ VALVE PIT l g g g \\ \\ I \\ l g \\ AUXILIARY g g I I I BUILDING g \\ L_____ L _I ____J \\ l l s I i i _J r_ j I l l p,==a g L-Hm er;- T ' W 10 W9 l i r_ K n,g E f "" i W7 TURBINE Po BUILDING W8 N O a MIDI AMP UMTS 9 AND / AUaERAHy HURDiMiUND(N I 12 82 G 19/9 O'a 5; l

7 14 AUXILIARY BUILDING e,r. s '. u. - r,1 ' UNDERPINNING GRILLAGE u v~ t * *t' l.I c e e' ~ [f itJ p REACTOR - BUILDnNG 2 WALL f 'g.!, '+ I i -_ 1 I - M AT I LEDGE 1 I-a r +n-::H] Mlil Qf-lQv -- ~._ l .l.:lLil.1, ) f' ~ \\ ~ i i 7[ I J l l( wr ) ( j "---- g ws N / g s_____ __s 4 O 8 9 3 ~

"::.3%2*d.-..,.,

S.

8 SECTION AT UNDERPINNING GRILLAGE l TURBINE AUXILIARY [ ~ BUILDING l "l BUILDING U' b EL 609'- 0" 4, ,.k-3 >, ; iN d 1r a e, -JACK J AC K -E" JACK-T T tj l '[- l l HEACTOR

  • BUILDING WALL f

STRUTS (T- ,K -] . l I 6lFL m STRUTS .;4 ~ _\\ l. t.- 4 i j '9. i - 3*- 0" x 6'- 0" PIER . EL 571 *- 0" T p +g n_ 1' O y -J,. p

R g

s ~ I T3

=

O -b Hm

i 9 l PARTIAL PLAN OF ACCESS DRIFT FEEDWATER ISOLATION i VALVE PIT f / \\ - z W., .. _.q m>5. g X W8 e Kc E g ~ U ILIA 1 4

  • IN 3 Il 82 G 892910

-b

10 PARTIAL PLAN - ACCESS DRIFT .I k _ _ _ _8'_-0 "_ __ _ _ g i A ) TURDINE BUILDING ABOVE a '.6 " h i _ -. - a \\ A j, ,/ e' j T-l 8 *-6"< / i j / I 9 '-0 "/ l l f / f l I / / 7 7 '-0 " / 6 '-0 " 6'-0" l i N /, i l , -g g 1-g 2 8 IjflE"u'lo'ai.-...m 4

c., m m 4Q Ei i

+,

11 i TYPICAL ACCESS DRIFT FRAME 6" VARIES - SEE PLAN MUD - ~ ~ MAT k kN.. _. A ^I _i ] ' LAGGING N ~ W6 x 15 iW6 x 15 U.N. U.N. __.. i w SECTION A E'2 MelR AND UMTS I AND 2 AURE 4AHV itU4 DING uust HPNNINta 9928) G 9 929 06 g (D ~ 1 8 LO O -h H

. - pg 12 of 16 9

g

/ es / / o i -E, fI I E. = 2 ~ ,I ; 5 / / w E ens ,- / / O -o / / m -b t a g W00 wZg.g +- M\\ 2 o.2 D5 E %< r ges.- = r N@N< 'e \\k / :2 / E s o W2 D s.; o 1 g 2,0 / / / g\\ I / j' e h N g

  1. s. a h @E No 3

\\b I ~ { /M q, j / / N -4 t 9= s + f Q / $l a 11 15 =

o

U LOADS ON BAS FOR CONSTRUCTION CONDITION FEEDWATER 1501 ATION VALVE SUPPORT LOAD E L. 634.0* DEAD I LOAD I,, _ e-e- V 4-g- +- 4 -- f STRUT g EL. 604.0* g

  • ~

E L. 591.5* Q- .g-E 5.89.5. ---) 4 *- 0" SOlt FRICTION SOfL WEIGHT SURCHARGE PIE RS m W16 AND WIT 5 o E a I I - E L. 562.0* N e U.'.U.'2El7m'. E U E

14 NEW PERMANENT FOUNDATION CONFIGURATION AT(BAS) K TURBINE I BUILDING -.( ' I-q. 9f_ 'y.*;.: ~ BUTTRESS CONCRETE EXISTING 7 ACCESS AT 6'-0" ,{,4 SHAFT / I WATER NEW l BARRIER CONCRETE l ' Nl l h ] g EXISTING BACKFILL WATER NEW BARRIER BACKFILL - ' REMOVE p EXISTING CONCRETE n, LEDGE o 4

    • 4 8

40 u ILIAH HP9dgNG I,82 62 p, g g3 g 3 O* \\

l

  • -pg15of16,y e

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. - pg 16 of 16 1/ ' s \\ \\ \\ \\ -h-b b h s [ N,, i \\ s a~ l 4 f ,,/ l + -Q 3 s .2 8/> / \\ 4 \\ \\ -G \\ \\ \\ s_. \\ -= l t b ,5 k j w/4 w /2 w // 44J t e o'-o" h \\ f o g ( c <J ' j PL A N Kr EL. 5 8 9 '- Co" G evst o) (Possieus AL. TEE.RATel

. - pg 1 of 4 O O O b a 50500 l *E.i x ^ co r g.te g n / lu / 7-, / 0 l .3 l s [ .H E '2 .N . t l,/, f/ ? ~ $ bbl -l n/t fA' E i /% ~ '/ I i~ -o E I ~ r ..t 2 il ll

r g

h h.y; I U V \\ %dd% l a. r-e

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f'i ",'i ' El / M,S '~ )t h; M IIi ll s 2 I n i R,- ii g EP.y -[' 3,,y O"@

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  • - pg 2 of-9 f

/ bP l h ' I DI A L y Tb correce aceg q ] g f DAL k LVDT e-o poz f1EsoluTE ccp%t V ES TI C A L OkM A f E*/i S U/2 [ M E h 7 /E2A7(V'E Mceizsan L-pfGM5usCRChT f

. - pg 3 of 4

O 5 E '..'

sBW EXISTING SLAB EXTENSOMETERS \\ i /I -TO MEASURE . RELATIVE MOVEMENT J l.' :..,.. .. l- . :::7 T.'.:.. i h CARLSON .11 ::. 'll GAGE N '*:'...' ~- p r i 1 (HYDRAULIC JACK CONCRETE L' i UNDERP!NNING I PIER '.) l GREASED STEEL l '1 y ROD INSIDE [7 / PLASTIC TUBE t gl . l.J.. . li.. PLATE ATTACHED ~

..,..... i

,...... : wli. / TO ROD i ammum P SECTION THROUGH INSTRUMENTED UNDERPINNING PIER FIG AUX 32 -=

Tape Transducers Printer Cassette ,r -r <r -' v IIP.9830 [ Hodem Vidar'Autodata Timeshare 11205A ~~ + sy,ge, e MINICOMPUTER DATA ACQUISITION UNIT RS-232-C dial-up tele pone Serial Intdrface 3<s,. ' ',. 1 1 . \\e - + 4 .t t\\'[, Floppy Printer Disk N N.. n s 9, j -.. m g g E, Data Acquisition and Data Processing System - ~, tQ b O

~ ~ ~ (page 1 of 2) NRC AUDIT ON JANUARY 18 & 19, 1982 ACTION ITEMS Fh10:1 F. RINALDI

i. FIVP TEMPORARY SUPPORT:

o Check diagonal tension is roof slab. Check roof slab for moment due to Dead Load superimposed on the moment e due to rod. e Evaluate effect of cut rebars on capacity of anchors and all other applicable calculations during the temporary support and also the final support condition.

1. CONTAIh?!ENT WALL:

.e Check containment for moment due to the worst loaded strut. Assume Load dispersion at 45. Superimpose the resulting stresses on the stresses due to prestressing. b BUTTRESS ACCESS SilAFT FOR WALE LOADS: Update calc for wall A using #11 0 8" c/c which gives 1-1/2 bars e per foot instead of 2 bars per foot assumed in cale. (A quick check showed that the l aign is still adequate.) e Complete cale for wall B. There was a note in the cale that the moment capcity was o.k. Indicate how?

g. RETAINING WALL BRACING:

.e Justify with Geotech branch the use of 36 as angle of friction 9 as against 30. k k k Clarify the origin of loads, i.e., 297, 449, 349, etc., in the e calculations. (Note: this comment is for all other cales as well).

5. BURIED TANK:

e The tank is affected by wale loads at Levels B & C. However, the cales have used levels A & B for design. Even though the design is conservative, a clarification is needed in design. Check the reinforcing which connects the tank to the turbine building e for tension and shear. In considering the shear wall action, in each direction, an effective flange may be considered to resist bending and the web may be considered to resist shear. .\\' . 5

. - pg 2 of 2 2 4, STEEL LAGGING: Provide reference in the calculation for the 50% reduction in soil e pressure for arching action. i FINAL CONDITTON OF PIERS 8, 9 & 10: 1 'iedo cale considering additional piers put under turbine buidling e columns. Complete drawing, e.g., rebar for bell was not called out on drawing. e

9. RING BEAM ALONG CONTAINMENT:

Check the unbalanced load condition When only half side is loaded. o Consider each side for stability. e The strut size in cale is 26"9 t=5/8" whereas the drawing shows 28"@ t=l/2". Update the cale to show adequacy of the strut. Provide details of end ties at two ends. How are they tied, etc. e Complete calculation for level B. e

i. CENERAL COMMENT:

Provide a sketch in the cales showing how the forces in the various o wales and struts are balanced and transferred. Provide corrected

  • copies of FIVP cales and construction condition e

cales to NRC at time of 2/1/82 audit. incorporating all above ment oned comments i ,.,e

r .m f.'\\

Subject:

Design issues to be Audited by HGEB at January 18 - 19, 1982 Audit License Condition No. Review Issue Documentation Anticipated to be F 2a L 2b Freeze Wall Show soil types and stratificati estimates of soil permeabilities January 6, 1982, submittal. Anti Consumers on January 6, 1982, sud on Freeze Wall Installation. 2c NRC Questions Well installation data sheets, pt Identified in Oct. 30, summariesandwelllogsandrecop 1981 Conference Call monitoring for the permanent dewa Attach. 21, Q.3. back-up wells) already installed, 2c Attach. 21, Q.4. See above comments on License Cor 2d NRC Testimony HGEB considers the bearing capac' Nov. 20, 1981, Q.14 with the submittal of Consumers Burke, Corley, Sozen and Gould-D< Part 2, Test Results, Auxiliary I 1981). 2d NRC Testimony Anticipate discussion with Consur Nov. 20, 1981, Q.17 preconsolidation pressures to be founded on glacial till and on h stresses (e.g., sequence of fill struction of structures). 3a FIVP Stability Plan and sectional views that si mitting FIVP loads to Turbine By Shafts. Calculations which determined is onto Turbine and Buttress Accesg and magnitude of bearing stresse the concrete walls of the Turbim Shaft structures. Procedure for distributing the 5 stresses to the foundations of t and Buttress Access Shaf ts due t i

, 0 (page 1 of 5) n Ann Arbor, Michigen Results of Design Audit Jan 18 - 20, 1982 7esented to HGEB Ann Arbor, Michigan n, groundwater level and Location of Piez, to be provided 0 Recharge an Figures 5 through 8 of Meeting. Will provide Figures (crossings) gipate discussions with w/ soil stratification by mail, nittal (Mooney to Denton) lmping well conttruction Will provide (today) typical records incl. 'ds of soil particle latest soil crosion records for temp & perm itering wells (including well 0 SW structure and Aux. Building, idition Nos. 2a & 2b Resolved ty issue to be resolved Resolved

estimony (Johnson, bccmber 1-3, 1982) and luilding, November 24, ners on appropriate Resolved lusedforstructures i

istory of overburden placement and con-sw details of trans-Provided by handouts ilding and Buttress Access Josed loads from FIVP Resolved structures. Location s at the top surface of I and Buttress Access Jditional bearing Turbine Bldg. resolved, he Turbine Building Revised calcul~ation needed for Buttress b FIVP load transfer. Access Shaft to be provided - will send via R. Huston next week.

O s a 1 _ i cert o Documentation Anticipated to be Pi u.ic. c r.d i t i '_ v. 3a i!'.T StLLility Details of co acceptable monitori: and lateral aeflectien) that will impact on FIVP and utilities whilc Details should include type of mor location and criteria on tolerablc differential settlement to be regt basis for these limits. Affected identified on plan and sectional, Vert. Access Shaft In response to ASLB questioning - tion by CPC on procedure for dril' access shaft and a discussion witl requirements (e.g., drilling and I time, etc.) while work for instal' shaft is completed (Refer tc ASLB 1981). Plan and sectional views snowing compacted granular backfill benea field procedures for placement and paction control requirements. 3c NRC questions identified (HGEB considers Questions 5, 8, 1 in Oct. 30, 1981 resolved. Refer to D. Hood for & Conference Call required by NRR or I&E Branches). Attach. 21, Q.12 Calculations for determining the from rebouna-reload test results. Verification that Modulus of Elag stress level comparable to the at foundation soils. i

Lrictosure 10 pg 2 01 b Results of Design Audit Jan 18 - 20, 1982 esented by HGEB Ann Arbor. Michigan 9 program (settlement Provide instramentation drawings (C-1490 & demonstrate no adverse 1491). Revised botton of deep seated B.M. it is undermined. (EL.425) Revised. monitoring location itoring, frequency, (between Turbine & FIVP & relative movement limits of total and FIVP & deep seated B.M. ired with engineering Above provided @ next audit (Feb. 1 - 5, 1982) tilities to be Discuss criteria of 3/8" how established iews. where measured, actions to be taken (jacking when reached, address past settlement, when ( connected. Anticipate a presenta-Will provide letter report which sumarizes jingholesforvertical CPC presentation of 1/19/82 & inoicate NRC NRC on the need for any concurrence. Will not proceed until letter lackfillingoneholeata is received by NRC. ing the vertical access transcripts of December 3, Areal and depth limits of Will provide @ next audit. L Ih FIVP Discussion on Indicate measures to be taken to assure fcompac.tion and com-separation of jacking slab from reactor & completed underpinning wall. i , 13, 24, and 26 to be Resolved ty additional resolution poilModulusofElasticity Resolved icity corresponds to the ual bearing pressures on f 9 I P

4 1 I f . ;i ie Documentation Anti . :. _ T o r. *a.

eview Issu:

3: Attach 21, Q.27 Details of monitor movements at critt Building - Con, trol of Control Tower, nection and free e Details of calcula relative movement i 3c Attach. 21, Q.29 Response to Q.29 s inadequate. Provi details of instrun Effect of Drift Plan & sectional i 4a Excavation Beneath excavation to Turi Turbine Building foundations with i impact on fuxilial conduits should bt views in areas af' pinning of Turbini Calculations indi< type failure for tions of estimate < with engineering' foundation staoil Access Shafts and Effect of Drift License condition 4b Excavation i e \\, a .m..

i I i inclosure 10 pg 3 of 5 i m 'tc of De;ign /udit D - 20, 1932 .aated to be vem c_ t e H3E:i i o Arbor, Michigan ..ill discuss O next aud i t (Feb.1 - 5,19E2 ) ing set-ups for measur:.g eclative cal points (between main Auxiliary Data reduction Tower connection and outer walls 2nd between EPA-Control Tower con-nds of EPA's) l tional procedure for determining Will provide installation dates for ALL at the above critical points, devices, indicate frequency, type of instrument, location, criteria, action level. Ebmitted on flov. 16, 1981, is Submit literature on Carlson stress meter. fe sketch, locations and typical Modification of tell-tale installation ientation as previously requested. (Difference from ASTM). Provide by Jan. 22, 1982. 'iews showing relationship of drift fiRC to respond by Feb. 5, 1982, to Don tine Building and Auxiliary Building Bartlett's presentation. pnalysis that demonstrates no adverse 'y Building. Underground piping and identified on plan and sectional ~ected by drift excavation and under-

  • Building.

Resolved F.S. = 2.5 (Allow Bearing 15 to

ating factors of safety against bearing equired loading conditions and calcula-17 ksf).

I settlements (total and differential) Have not checked settlement of Turbine Bldg. 2 valuation of these results on the Are checking by calculations (soil spring ity of the Turbine Building and Buttress ' constants) which allows for new interior affected conduits and piping. piers under Turbine Bldg. Will discuss @ next audit. 4b requirements are self explanatory. Are covered by other discussions of review issue. ? f i

t i l i icense Cordition fio. Review Issue Documentation An 4c Effect of Drift Calculations for Excavation failure ano sett permanent suppor Turbine Building to any impact or conduits and pip 4d Attach. 21, Q.9 Structural anal) 1 ential settlemer resulting concre settlement used acceptance crite ments for constr response to Q.9, 4d Attach. 21, Q.14 Calculations of established at i Calculations of constants and f' iteration. 4d Attach. 21, 0.15 Longitudinal se< ment showing loi encountered. 4d Attach. 21, Q.25 Details of deep monitoring reis horizontal movel l r i l

,, 0 pg 4 of 5 . Results of Design Audit Jan 18 - 20, 1982 ticipated to be Iresented to HGEB Ann Arbor,fiichigan factor of safety against bearing type Requiring F.S. = 3.0 for long-term Reso1ved Bements (total and differential) for the Allow, bearing capacity = 15 ksf t system along the north side of the Duct banks thru Control Tower involved. Discussion of these results with respect Will discuss O next audit - Support during 3 the Auxiliary Building and underground excavation. Ong (only duct banks involved, no piping involved) zis calculations that considered differ-Auxiliary Bldg. & Control Tower 3 with proper load combination and Two parts - Construction - Discuss O next le and steel stresses. Provide values of audit. in analysis. Based on analysis, provide Long-Term or Perm. - Discuss O May Audit. Tia for differential and absolute settle-uction underpinning as identified in the bearing pressures and total settlements Resolved .he selected foundation locations. the initially determined static soil spring Will furnish calculations. NRC to respond Inal spring constant values determined by QUICKLY. Response to Q.14 is superseded by approach shown in calculations. O next audit resolve 20 ksf tional view along drift excavation align-Will cover 0 next audit. lation and outline of Cat I utilities to be Only control tower & duct bank are involved. s

seated bench marks and instrumentation for Will be provided by next audit (Feb. 1-5,1982),

ive and horizontal movement and absolute nt. 1 ~-

r h 1 1 l ( , v ie, I s :.ue Docu:rentation Anticipated to be Attach. 21, Q.30 Forms to be used for recording c of monitoring. (Refer to Pgs. [ 3A.1, 3A.2, 3A.3 of Encl. 3 to 1 mittal from J. W. Cook to H. R. Lateral Earth Pressure i Crack Monitoring & Sealing 1 \\,

J i Lnclosure 10 pg 5 of 5 i Results of ?c:i. ?. tit Jan 18 - 20, 1962 i Presented to HGEB Ann Arbor, Michigan lata from the various types Both Bechtel & NRC to review. l-5 and D-6, Sect. 3, Par. To be discussed at next audit. .he Sept. 30, 1981, sub-Denton). Adopt.4 = 300 Provide calculations for lateral pressure Discuss 0 next audit against vertical access shaft If $ = 360 is needed, (Used in design for walers) present justification, along w/justiciation of $' = 360 CPC Testimony will provide their plans for sealing cracks. NRC should be prepared to address. Possibly have meeting w/CPC to resolve differences & license conditions O ll

' - 'd$1/' % Ag,f MEETING

SUMMARY

DISTRIBUTION /;;j'

  • }

T:[. C w. .s' f}2 NRC/PDR S. Pawlicki 'M<s 5' 3 97 G. Lear '"'? Docket File c /6 /?' l Local PDR V. Benaroya ~ '1 TIC /NSIC/ TERA Z. Rosztoczy . ~ s LB #4 r/f .W. Haass X ' / 43" t \\ M H. Denton D. Muller E. Case R. Ballard . D. Eisenhut W. Regan . R. Purple R. Mattson B. J. Youngblood P. Check A. Schwencer

0. Parr F. Miraglia F. Rosa J. Miller W. Butler G. Lainas W. Kreger R. Vollmer R. Houston J. P. Knight W. Gannill R. Bosnak L. Rubenstein F. Schauer T. Speis R. E. Jackson W. Johnston

- Attorney, OELD S. Hanauer OIE (3) C. Berlinger ACRS (16) F. Schroeder R. Tedesco D. Skovholt M. Ernst K. Kniel NRC

Participants:

G. Knighton A. Thadani D. Tondi J. Kramer D. Vassallo P. Collins D. Ziemann F. Congel J. Stolz M. Srinivasan R. Baer bcc: Applicant & Service List E. Adensam Project Manager D. Hood Licensing Assistant M. Duncan J. Kane F. Rinaldi _ _ _ _ _ _ _ _ _ _ _. _ _ _. _ _ _ _ _ _}}

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