ML20094P678
Text
{{#Wiki_filter:-_ /* * %i.,,5 .[~ UNITED STATES f. '.(g,.. ~,. NUCLEAR PEGULATORY CCMMIS3lON T3 ,,,u , j 7;. w.*.sw;cToN. o c. 2csss .... /, FES 2 2 1934 ocket Nos.: 50-329 and 50-330 OM, OL APPLICANT: Consumers Power Company FACILITY: M'dland Plant, Units 1 and 2
SUBJECT:
SUINARY OF FEBRUARY 2-5, 1982 MEETING AND AUDIT CN AUXILIARY BUILDING UNDERPINNING On February 2-5, 1582, the NRC Staff and its consultants n.et 'n Ann Arbor, Mich'gan with Consumer Pcwer Ccapany, Bechtel anc the'r consultants to d scuss d and audit preparat'ons for underpinning the southern portdon of the aux l'ary d - buil ding. Discussions also included underground ut'l' ties, the diesel scnereter builddng and the servdce water pump structure. is a summary of this meeting and aud't. The f'rst three columns of Enclosure 2 provide a l'st'ng of review 'ssues l that were to be audited and were provided by the NRC staff at the start of the audi t. The last column of Enclosure 2 was added af ter the aud't and indicates the resolutions reached during the aud't on the~ident'fied rev'ew issues. /,....~_~ ~..: ~. Darl Hocd, Project Manager Licens'ng Branch No. 4 l Division of Licensing
Enclosure:
As stated cc: See next page 9408170320 840718 PDR FOIA RICE 84-96 PDR
MIDLAND Mr. J. W. Cook Vice President Cons';mers Power Company 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 Ishan, 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 43103 Consumers Power Co pany 212 West Michigan Avenue 'J.S. Nuclear Regulatory CcrCsion Jackson, Michigan 49201 Resident Inspectors Office Route 7 Ms. Mary Sinclair
- Midland, Michigan 45640 5711 Summerset Orive Midland, Michigan 48640 Ms. Barbara Stamiris 5795 N. River Stewart H. Freeman Freeland, Michigan 43523 l
Assistant Attorney General State of Michigan Environmental Mr. Paul A. Perry, Secretary Protection Division Consumers Power Company 720 Law Building 212 W. Michigan Avenue l Lansing, Michigan 48913 Jackson, Michigan 49201 l Mr. Wendell Marshall Mr. Walt Apley Route 10 c/o Mr. Max Clausen Midland, Michigan 48640 Battelle Pacific North West Labs (P EL) Battelle Blvd. l Mr. Roger W. Huston SIGMA IV Building l Suite 220 Richland, Washington 99352 j 7910 Woodmont Avenue Bethesda, Maryland 20814 Mr.1. Charak, Manager NRC Assistance Project Mr. R. B. Borsun Argonne National Laboratory Nuclear Power Generation Division 9700 South Cass Avenue Babcock & Wilcox Argonne, Illinois 60439 l 7910 Woodmont Avenue, Suite 220 Bethesda, Maryland 20814 James G. Keppler, Regional Administrate U.S. Nuclear Regulatory Comission, l Cherry & Flynn Region III l Suite 3700 799 Roosevelt Road Three First National Plaza Glen Ellyn, Illinois 60137 Chicago, Illinois 60602 Mr. Steve Gadler 2120 Carter Avenue St. Paul, Minnesota 55108
i 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. L. 20555 Geotechnical Engineers, Inc. ATTN: Dr. Steve J. Poulos 1017 Main Street Winchester, Massachusetts 01890 4 6 I ..,,,__-,..,ew ,_y-w.,
ENCLOSURE 1-Bechtel Associates Professional Corporation ' 777 East Excecower Parkway e Ann Arbor, f.tsenigan wawns P.O Boa C00. Ann A.cor. M:c.%gan 45106 ' MEETING NOTES NO. 1600 ~ MIDIAND PLANT UNITS 1 AND 2 CONSUMERS POWER COMPAh7 BECHTEL JOB 7220 DATE: February 2 through 5,1082 PLACE: Bechtel Ann Arbor Office
SUBJECT:
Nuclear Regulatory Cce_ission Audit - 2:idland Au::iliary 3ailding Underpinning ATTEFDEES: Nuclear Regula tory Consu=ers NRC Commission Power Cc=pany Co nsul t ant s Eechtel D.S. Hood D. Budzik G. Harstead S. Afifi J.D. Kane J.K. ':sisenheimer P. Huang
- J. Andersen F. Rinaldi K. Racdan S. Poulos*
T. Bell
- T. "hiruvengadas R. Sa=uels*
T. Ch ip=a n* H. Singh
- 1. DasCuptc*
B. Char S. Lo N. ?m:sce O. Roters* S. Rys N. S.tanberg G. Tuveson V.
- .*c - a Bechtel Other Consult ants M. Sinclair*
D. Bartlett E. Burke
- Pa rt-time
REFERENCE:
CPCo letter, Seiial 16246, J.W. Cook to H.R. Denton, 3/10/82 I e j
L Bechtel Associates Professional Corporation Meeting Notes No. 1600 Page 2 PCRPOSE: To enable the NRC to_ perfor= an audit of the design and calculations 'for the temporary support system during underpinning and-construction condition analysis for the auxiliary building _ (Note: The audit is to satisfy Special Licensing Candi-tion 5 of Table A.20 of the NRC testimony submitted for the auxiliary building underpinning as part of the soils public hearings. Satisfaction of these conditions will permit removal of soil from beneath the auxilisry building and ins tallation of te=porary supporting sys te=s.) PRINCIPAL AGRED!ENTS: 1) D. Bartlett presented a discussion of _ the construction sequence for installing the temporary support system for the auxiliary building. This system utilizes steel grillage beams supported on concrete piers and steal colunns to support the electrical penetration areas, piers, and control tower. The control tower piers will eventually be incorporated into the pe'rmanent underpinning syste=.. Viewgraphs used by D. Bartlett are included as Attachment 1. 2) M. DasGupta presented the analysis of the existing structure.for the tanporary suppo'rt condition. The analysis considers the stased renoval of soil from beneath the structure and the replacement of cuppert 17 piers and steel beams with hydraulic jacks. Viewgraphs used by . M. DasGupta are included as Attachment 2. 3) N. Rawson provided a presentation on the design of the temporary support sys tem. The presentation included details of the grillage. beans supported on concrete' piers and steel colu=ns for support of the electrical penetration area, struts and bracing for lateral support of. the turbine building and control tower piers, and access drif ts below the turbine building. It was agreed to provide a method of protecting the face ed drif ts if lef t exposed for long-periods of ti.?e (;eo the referenacd letter. Vier:Jarhs : sad 17 . Kawson are included as Att :hnent 3 4) S. Lo presented the construction and design details of the temporary post-tensioning system which was installed at the roof connections between the electrical penetration areas and the control tower. This system was installed to resist forces induced into these con-nections resulting from loss of buoyancy during dewatering. Viev-graphs used by S. Lo are included as Attachment 4. I l .i
Bechtel Associate.s Professional Corporation Meeting Notes No. 1600 Page 3 5) For the auxiliary building, design calculations for the te=porary support system and construction condition of the existing structure were reviewed by the NRC staff. Discussions were also held regarding underground utilities and tanks, diesel generator building, and service water punp structure (S;;PS). Outstanding items from this review and discussions are listed below in the action items. ACTION ITDiS: Res pons i-bility Action Date Due Status Bechtel 1) Perform calculations to verify passive 3/16/82 Calcula ticns resistance of soil for lateral forces revised at truss to pier connection Bech tel 2) Provide justification in the calcula-3/16/82 Calcula tions tions for lateral soil spring con-revised stants (sand and clay) for beam on elastic foundation analysis of control tower piers Bech tel 3) Use unreduced value for concrete cod-2/26/82 Calcula tions* ulus in calculations for dif ferential revised settlement effects Bechtel 4) Perform calculations to verify that Discussed the gap between the turbine building in 2/26/S2 and auxiliary building will accceno-neeting at date settlement and seismic movements Bethesda, :D Bechtel 5) Perform an analysis of the construc-2/26/82 Results tion condition with soil removed frem provided the tip of the electrical penetration 2/26/82 area assu=ing a subgrade rodulus of 70 ht! .d.; the naia p:rt ef c'* auniliary building NRC 6) Review pier instrumentation 2/26/82 Coc=ents provided Bech tel 7) Provide acceptance criteria for 2/26/82 Provided.at building movements during Phases II 2/26/82 and III meeting at Be the sd a, >D
- Results to be submitted to the NRC soon 4
4 e es
Bechtel Associates Professional Corporation Meeting Notes No. 16C0 Page 4 Rea po na1-bility Action Date Due Sta tus Bechtel 8) Provide jacking procedures and crit-2/26/82 Provided at eria for Phase III 2/26/82 meeting at Bethesda, MD NRC 9) Review cracking criteria in auxiliary 2/26/82 Co.ne.e nt s building report on cracking ef fects provided Bechtel
- 10) Provide mar.imum and minimum jacking 2/26/82 Provided loads for Phase III at 2/26/82
- neeting at Be thesda, MD Bech tel
- 11) Include pos t-tensioning forces in S'.PS 3/16/32 Calc'ila tion construction condition analysis revise.' and result =
discussed during Sk'FS audit CPCo
- 12) Consider additional finite element 2/26/82 Position analyses of the diesel generator -
provided at building for the ef fects of cracking 2/26/82 meeting 5/12/9 Attachments: 1. Cons truction Sequence 2. Construction Condition Analysis 3. Temporary Support System 4. Temporary Pos t-Tensionir.g System 4 4 4 94-e
W O .. e r505Cn s s s i 3% i ./ 1 l p l /'.</ k ~l i * ~3 / >.<V/ <-/dbi F. 'M ./, 3 / -l m.= N = f /g C J (l_ _I $,h i ,y, r /p/ , c = A I' d 3 w h
- e ClF l
I ii I-i ! e / /4F I l E / = i i ' '/ l 2 93 w..o ~ ' ~ h &.s s s ?/l/rT///// /////)l $,&t O~.
- a t/sa
\\ H O-E ?Z t c 7 + 4. i1' ?y5 f,f' u,$ ' 3 >'//? ?; l g*} w 9.. t, ~ g .L: i I i 1 4 i i l s S 1 E ~ Ii ih l [ g j l,
- ~~
6, { ' y=,9 e.F g.., e a e ae y, - -
r I l I t 'y s o . ( ) -- ee 2 y ( 31 . I so i i = N . < J o e o ,, '1*9*g,/ j u en G \\ 4 [ ( p s
- ~
/ c i \\ c_f f f,[ u.._ _,_ r m. e= w. + 2 d.y.. J WD 3 .Ci,i g s x / O -. 3 i ..il ,e g--- ,o _ i, I l@ h.*tb. n h 3 .I u_ o = If
- 6 2 Z z
e Yl. h z e g a 14,M.m', O o g y a l le 8.- U* l e i I L 6 & mc 0 m im. t c t s I S lu.:.,. - n, o u l i l,i i ei l m t 1 r I i o g y I e I. - a C ,T'i.-- E n 6 ;rf 3 a l 3 i is -a 3 8 s L g E-Mt., g 2-'i u h a e I u.u _ u t r fc Li.4. B _ AD e i 'l,- 4 j. N3 i 1 t E l^ l %~ - - - - _ =. .s I i l 5 f t N s' \\ l.\\_.I i 3 \\ wx x i 3 i i B l I i i l D o L -- / 3 bs /. .... I
1 PLAN - CONTROL TOWER .i P4 HTMOD TO DMSTBM MORIEOD!TAL REINFORCEMEMT 4 : l 16'-0" FOX-HOWLET .4 CLEAR COUPLERS HORIZ REDAR A /_ i Ci-1 Gi-2 CT-3 CT-$ CT-6 CT-7 CT-8 s" SLeGVE FOX-HOWLET / COUPLER NOTE-e.. -g-c, VERT REINFGhCING BARS M. EBAR INSTALL ED IN 15'-0" LENGTHS 01 Cic 7 WITH POX HOWLETT COUPLERS PIEl PIER AT STAGGERED LOCATIONS _.-g. g n ' -o-HORIZ REBAR' i ENLAllGED PLAN VIEW $k h hhhh kh .....e. ~ j
4"Wooo LA6 cpmg l ' bibt/G tr4GV 567 i l METAL. LAGfmIMC, ALVGl?N41"C -_? cecacen ( : I u1__,. T}GLaw GLb4 667 [, I l 4 1 Y-j I l 5 1 ~~ " i a'xg F# 4"wooo i l 9(= l kW~1M3 1 ? 3 g i ,1 1 ( i 1 s s ) 7 1 ~ I i l ," 1 ;
- I m
' l l ) if i I { l I .i, . --[Gh!E W$iW$.. J_ M__ k l i i g - M FTO,L ! 9.9 leid
- s
?LAt/ vf EW Of i 3' connect. nweia pit 4.4ssis% a ._1.. _ . _ _.../
4 i PL A N-5 TRUT BRACING N N ~ Q REACTQR DL DGi WALL N -,y l! T-N i = % ~ ~~ \\' )f i. s s i s t J t* * %
- !\\
~'~' Zj JQ. d1_i i ~- I ~ *
- W/o WP W7 W
,6 W4 wg Wo 'WU W8 5 U 4 O \\, j V ~ m.
z ee = Y L S l 1-a o r= o U$ 4 xE E Ld 3 3 c gs E
- a. 4 S
Z z9 mJ o c-z 8' z M t I tu -z = o 1 2z z i. 1@ l m <3 I 3 it g' L y l 8 e y U s 1 f g i( i r-l l s ? il /// J t I i I d ] / / s! i H3) // S V ) l 5I .l 5 g p; = 4 N I O 1 /, 6 l \\ '\\ I u." \\ '/ l @ % 1 E s l g g s,- '( l l '\\ v' 'y Rp l .. l N ~ $x~ f% S', _/ /l 9
- c
/ g il p s m Ie p.h - g ,; j M 6{ r l 'l i \\ FS p h>l i i 'Q f i l hQ Sy} ! I" ' u ! :+] ! ~ k h \\ f ~ r 4 e e e le
- he t,
i t ~~~~*l
? N b EL i \\ C >l r l a0 H \\ EE So 9 [] l i V 1 pr3 y r _ _ _ _ _ _ _ _c4 O / k l c x 1 /** /s ,[ l N \\ i s s -s ip I s s
- ) s E
'\\ 'N 1 I N x .i \\ [ l \\ N } i un0 j i\\ 'N .I \\ bl,,,l i.l1 i s L i
- N
==0
- ,j
( 'I. s .e x
- \\
l 5 t e e 'i
=
(N I ! O,1 L \\ il l l 02 - z 3: q r => L ^ Sc 5 15 i l l l \\ G b'
ll
- 1l1lll, 1
.\\ ' N ~ E M A 0 4 8 t 1 R iG a G l o f. P ,N. A WU L T ]' P ) ~ O RD e t A L P A S E N G E O S I T E S C E E IC I S R 5 A 1 C V x 6 N. A WU N = ~ j L. g, AC ,N. o_ I P V n 4- ,s. " DT T 6UA n 1MM ~ . Ii. II e l \\1 l1l\\
'7- { D4 a' 0 <C. Y d 2-m O C3 u W o w D Eg 2 C G G G 55 55 5 8 S y g y c-r,- .u. -.,2 H x z 3 .a u o M4 E ( Mk 5 O 2w 8 :z e Ci ..I to o- 'r6 .. I 2z u ~z g o< z us [g: W J i c ZQ W s o-o s _0 i m '......s!tjif.i ia e f *~ f l e d5" i M'. g .. p 4s e 74 I r i e l -.a 4.-- l 9 gI k .s
- D*
7 -- -3 4_ g
- 3 hT!
- h
[ W a j'49. 3 I \\. , ll ) I 1 ) F if f i e !I l ~
- _ _ _ m
~ L-- gDNx i. y g,,Ag e, 's Mg g s V,. y . x q ; a, e' 5 t ,',) l d p ,T e q /, . ".a! i a. 3 ~ k.. 25 m
l j \\ I 'N 2 iD t Aa I 2 L P MI O B C O I ~ C S T = ~ T Y A R M 0 I E RN AIL CH / EU W S I T X O U { n_ N N A O P A I r, / L G C T S P N U R l? @ _E D N T ~ I R 0 a ~M /*dr. f N N S w N _ f I U A P O _ l / S L R C m , h ND E Y OI ,^.g'W.._._ D C M N U r e\\ ~ /! g w \\ d" _ t lg \\ \\ ~ \\ \\ x \\ ~ \\ \\ g\\ \\ \\ 7', / s \\ \\\\ \\ \\' g "j m \\ wus* \\c \\ u N \\ ~ y q^/. d / I l~n*L 4 Il / M l~ l[ - J T t M u
- e. _
i y 0, "'- o m I_ e< w r, am c e n_ 9 ), = r, T, N* w,,
- r, i
d, j a l i' l l ~/ [ u l l ~ u lr ~ qfFu a_ s N* s N llllll{Il l l l l lI ll 1
!l I n a anog Nm ~ "3 L L .'0 1 0 W g g 6 R G g g L O; A gg g { t G TiCD g AIL N-EU 4 1 R,B T I N 1 N t. y e P> h '1Q <h '; a' I P [- ~ h. l - Q c'm t ,m i q = .K a. R G Y m p, C = = E g. A g J G RG D AN A I I 1LD n N L e X IL 2 UU p S UL AB .r T .u U-I n R n TR K _i T f 9 C _s S r i A G j
- g A
'l l ,J. 0 i i N ,~ [ 'l L I O a g Dr mb F 'b% "0 l' =- I t-w = T E G 3 J i Nt 1,- ) i ] -t i S r. C t D -)- j l S 8RlL f
- I[
E Uu ( K TS C 2 S 1 A 4 J ~, ,S P . h _ t w .i 9 r .8 P e , 4 .. s 4 L ..lO. .f 4 1 4 . 8 . 6 .A 3 l' \\ 1 l ll l1 l l 1
I PIER BRACING n- ~ 7l 's e N. t t TURSINE AUMILIARY BUILOING GUILDING p- ,g. .c I 4 -Q) <r .. a3,. 4.t ; . a f. e l W. N-conyggntsgny p EL 590'-8" STRUT iem CionBUu m h 4GLL 9 -- QJ .6 h i 1 at tr + IL 590'-(" sinur .W l if - mj t ---J ',i o If f , LJl. _ _. l. i 4 f. l 3'- q" a l' 9" Pl5 A i; EL g g g*.g" T 4
- N U. N.
r i 4 . EL 56 2'. 0" [I 5*, f,, , ~,.. -...., j
PLAN - CONTROL TOWER PIERS AND STRO173 _[- ~ ~ hr \\ ,c..,,1, ,._,. v ui: CT-13 CT 14 Q-. = T / Y!1 .i q QI:c ___. __ g g._. A ~ T_. g A. i . CT-1 CT-2 CT-3. CT-4 CT-6 CT-6 1 I 5.3 5.9 0.0 1 I MIDL AND UNITS l Ai80 ? / AURILIAMV SUILDifdeiin:t:EftritJtelt4G 1/21/82 G 1920 2I // ,/
( SECTION - CONTilOL TOWER POERS AND ST3MTS i ~+~ -t-EL 014'-0" / i i _H l 'J 1 i i i i g i e /EL590%" STRUT ,o, g 3 i EL 590'-6" i I i l 6'-0" 8 I i i i !l l W33x221 g [ EL 584'-0" SI. RUT g EL S03'-3" s._______ i STRUTS ON CT-1, CT-2, CT-3, CT-1 TilROUGH CT-10, CT-11, AND CT-12 ONLY CT-12 GROUND EL VARIES i I EL 662'-0" a EL VARIES f SECTION 0-R /* \\ uotauounna:>>c2 4 j ( Aun:Any a,ust re a utricum a i. n n,< o.ieau ao
AUXILIARY BUILDING UNDERPINNING COMSTF2UCTION d@MDDTHOM ANALYSDS o PURPOSE - TO VERIFY THAT THE STRESSES IN ~ THE STRUCTURE ARE ACCEPTABLE ACCORDING TO DESIGN CRITERIA o ANALYSIS CLOSELY FOLLOWS CONSTRUCTION SEQUENCES l o CONGY3UCTION SEQUENCES SIMULATED l WITH CONSERVATIVE ASSUMPTIONS ~ ) ?? % *R' R iw nmau2c.n j. o.,,2 n l i
.j .l l AUXILIARY BUILDING Ui)DERPINNING l CONSTRlICTDOM COA"OlTOOM ANALYSDS o ' ANALYTICAL MODEL oLOADS o ALLOWABLE STRESS o BASE LINE EXISTING CONDITION WITH BEST ESTIMATED j SUPPORT FROM BACKFILL o INCORPORATE ESTIMATED UNDERPINNING 1 FOR MAJOR CONSTRUCTION STAGES IN l MODEL AND EVALUATE CHANGE IN STRESS o INCORPORATE PROGRESSIVE JACKING o, FINAL STAGE - STRUCTUFiE ON TEMPORARY SUPPORT o SOIL PUESSURES o AREAS FOR MOMITORING = "re*a"" ma m.-
- o.,,2,..,
l 9
WGu/D 3-D AADWASTE MAILRCAD NY Q AMEA El'634' 0' e*N [t.gj$g* u_ a-i 79'-0" = = ELSB4'-0~ EL.SD4'0' AUX /LIARY. \\ BUILDING \\ REACTOR El.568'-0' REACTOR BLD *G. 'm BLD6. ~ I m in _.L. I ? I -7 UNIT 1 UNIT 2 EL. 593 '-4" g*. %,+, EL. S93 4' I aurraiss access snArr si o surrness Access snarr I.o i 9-o I i ~' O UNIT *2 l g UNtr* 2 J" tuerazAt, courm ~' rucraxas i ? rentrnArron ArtA n rowin D l rturrnArsaN AREA Ansa th 1 recovAren iso'urrou-] l ruxxn u c roxxn v' FEEDWATEA 150LArION YALVE o'Ir vAtvr rir 9/' 0" 4 9 '- 0
- 4 9'- O
9 / '- O' = w = n,. = = 9 f 0* .l 0 10h.h p 1
~ AUX-ILIARY BUILDING. TYPDCAL S ECTDOM (Looking East) i RAILROAD BAY CONTROL I I EL 634'-6"' TOWER .m. GRADE EL 634'-0" y 3 \\ 2 f- ~ l' ' BACKFILL d.' { p a pL -- EL G14'-0" g t.I BACKFILL EL'56 8'-0" a...:....: jnW5E%" ORIGINAL SOIL -
- c. i w. iii
..S
5 , \\ \\n \\,ib d\\ \\ ^ '\\ ^ iy tw wh un en n s f ;~ p/.V l j{ t ? g U ' Ab \\ L 'd~iGbY \\ G EM / '\\ % VM WM\\\\\\W [ 2 yy W g y gi um 4 oeswn%9//, EQ l ib \\ ) PAJ \\ \\ EH yY/7/ f i ( lu (W-1nq in y 1 m a n 0% U$x W ~ V \\l R eo win M Np tN a a ' @ \\ %\\ u m [,'T4LMV A I,y YW e y-w wm 5 A K Nd
- WJh s
?\\ \\ tGtMN/\\' \\ \\ t $@o Y Ah $si N \\ \\ t q rkLE A \\ b khw m ]- Ill.W no v < en e w\\NWh .- ' V n /,/ / i
== ,e = GW D /// l V) / k r / V li!! a!! i, iiii-
AUXILIARY BUILDING UNDERPINNING ~ NODAL MESH AT COLUMD! LINE 5.0 ELEVATHOM WlEW h h I j EL 704' / j v \\[ '\\7 j j (7, j 'y EL 050' 1 e \\ / <=G S N N 3,i q 7 x j et =4 - "' *"'Mn as ,I KTy/ \\ \\ a e <a n, a a a< w
===a-. e
7 9 m 9 3 e @e. o e i ~ l::: Eg i zE$ / a.p. C sd_~C uJ SL a p 2 [ g ",$ 'M N ( 2ab. N ! se > e x d a 4 q @- l 7 E= E Ji cn E J _X. 17 D C.S: e $ @g LA / li [ <q N A-.'- - c. r f d N kd
- 3 cq W
<g W O + i E t 5.. S
AUXILIARY BUILDING UNDERPINNING CONSTRUCTION CONDITION ANALYSIS FHNDTE ELEMENT MODEL l e.USE BSAP CE 800 j e NO. OF NODES = 2,000 } o NO. OF ELEMENTS, INCLUDE BEAMS, PLATES l AND TRUSS = 4,000 ~ 1 e BOUNDARY ELEMENTS = 402 j o MESH SOUTH OF G-LINE IS FINER THAN MESH l NORTH OF G-LINE l e STEEL BEAMS BELOW SLABS NOT MODELED o OUT OF PLANE BENDING FOR SLABS j ANALYZED SEPARATELY uSv"n??t$??ninumrurra v2ainz
- a.,,,,. < a i
i
~ AU:iiLIARY BUILDING UNDERPINNING L EXISY MG STRUCTURE ANALYSIS l c l l 1 o MODEL BOUNDARY CONDITIONS REPREFENTED AS NODAL SPRINGS i i e NODA!. 3PRINGS = SOIL SUBGRADE MODULUS x CONTRIBUTORY AREA I o SUBGl;,.DE MODULUS VALUES COMPUTED B.Y GEOTB2M AND SUBMITTED TO NRC
===== r.,,,,,,,o ,,,,,e,
- o.,,,...
o
/SDXILIAfP/ BUILDING UNDERPINNING EX0aTDMG SogL sp3DMGS lJEDER AURDLDARY BlIDLDD%@ l k = S (CF s k=30KCF ~ l v ~ / / k = 1'oKCF g h::17xCF h=2 KCF 'g (; = 21' KCF g\\= 17XCF l. s.2 e.o z.o
===_,_ O
l AUXILIARY BUILDING UNDERPINNING CONSTRUCTION COEUDITION ANALYSBS NODAL SPRINGS i, l / \\ \\ m dz =@ k Y s 1 I \\ / v n +j. 1 j ff x / / A {'. g C.2:S tCy x e /_
- "f a r,' O ',...,o,,,,,,,
I = i
W l'J.JXILIARY BUILDING UNDERPINNING ~ C@DISTMUCTSON CONDDTION A hiA LY SRG e DEAD WEIGHT OF STRUCTURE 1 1 {l o WEIG;;T OF BLOCKWALLS p o EQUE.'liENT LOADS o 25 PEE l. CENT LIVE LOAD ON FLOORS 1 o JACKE.UG LOAD (progressive) I Iu T E " E *d E E m nm,o u m 82 o. 2..ai 7
AUXILIARY BUILDING UNDERPINNING CONSTRUCT 00D!i COX DDTIOK l. AXALY3f]3 ALLOWABLE STRESSES AND LOAD FACTORS c o BASO ON ACI 318-71 o AISC, SEVENTH EDITION 1 o RESULTS FROM COMPUTER MULTIPLIED BY FACTOR 1.43 TO CORRESPOND TO 1.4D + 1.7L I o COMJ.2RVATIVE DL= 90% OF TOTAL LOAD l ESTE'!! ATE LL= 10% OF TOTAL LOAD l o 1.4D
- - 1.7L
= 0.9 x 1.4 -l- 0.1 x 1.7 = 1.26 + 0.17 l l = 1.43 (weighted load factor) i U ILDirMi 1:! Ef1 PINNING 1/29/02 G-1929-30
AUKsLIARY BUILDING UNDERPINNING TYPECAL SECTDOX (Looking East) ~ O f F 1 en m RAllROAD BAY t t [ ],,,,,,,,' CONTROL - TOWER EL 634'-6" \\ GRADE .. F r .l I } EL 634'-0" i i j[- \\ .2 - ..,- C %'M5 I ~ i- ~. EL 614'-0" Fa BACKFILL ^2j f ; p:.,,*. s i f,( g L-l ] f) iii ?!'. g p I,r /a - BACKFILL j [EL 568'-0" .7,9 (.. ms/4a ...~..... ~. ORIGINAL SOIL - yo O@ i j u. l UI pe0 LAND UNRS s AND 2 auxtwasnuetvanaunotnesunino stwn2 a ssss.or a-
i i i 1 l AUXILIARY BUILDING UNDERPINNING l lj TYPDCAL SE'CTIOM (Looking East) / j / 7 / 7 % ;/I LOADED AREA ' SHOWN HATCHED V// f$f fV)/ : RAILROAD BAY / g / (/ 4 . CONTROL h W % TOWEH EL 634'-8" g g {fffj g: j GRADE ..:w '- [_ i EL 634'-0" t g I lI {
- f. 'M
~ ~ l BACKFILL - 2'Ipj ; ~ EL 614'-0" fkLf"d& g:I ~ i J - BACKFILL l EL 568'-0" \\ ........i...: xnzw. ah~ ORIGINAL Soil' l EXISTlHG STRESS ANALYSIS '1 LOn r" v, ' 'N.TIO" F 3 EL 659'-0" AND ABOVE.
- 1. 446A.47 Uf8TS 1 AND 2
- o., ss,,,,
AUXILIARY BUILDING UNDEl1 PINNING TVPDCAL SECTilOM (Looking East) ~ RAILROAD BAY [ , CONTROL L 63M g EL 659 D' [, 7 / p /[9 [/j / / / / # //gjj GRADE / EL 634 -0,, /, yy // / BACKFILL / g_ EL 614'-0" f k' I ?/b7//I '~']. V DACKFILL I' k!((7[/h ,lEL 568'-0" /' /7/gggyW// ORIGINAL SOIL - EXISTING STRESSES DELOW EL GSD'-0"
AUXILIARY BUILDING UNDERPINNING COD 3STRUCTDON @@XD8THON ANALYSDS o EXIST:NG STRESS DETERMINATION o TWO EiODELS USED TO REPRESENT l CONSTRUCTION PROGRESS o LOADENG CONDITION - EL GS9' AND ABOVE l o LOADi iG BELOW EL 659' i e REDUCED MODULUS OF CONCRETE = Ec j 1.0 I IN ACOORDANCE WITH ARTICLE 9.5.2.3 j (ACI l!:8-71) TO ACCOUNT FOR CREEP AND SMR[MMGE IN CONCRETE i j MOLAND UNITS 1 Afin 2 AUXIUAllV DUEDif 3G uf ft'IllPINNING II20/82 0 1920 32
AUXILIARY BUILDING UNDERPINNING CONSTROlCTI@N CONDD7 BON ARALYSDS e EY' STING STRESS VALUES MAXIMUM TENSION = 30 IQFT F l l 1 e e G .I d 0 844 f
AJJXILIARY BUILDING UNDERPINNING CO":STPaUCTDON COMDDTDOM ANALYSDS e TEMPORARY CONDITION l o Ec VAMIE IN ACCORDANCE WITH ARTICLE I l 8.3.1 062 ACI 318-71 l j N l = = = n... ,e,,. o
AUXILIARY BUILDING UNDERPINNING CONSTRUCTDON AREA PLAN Q SUPPORTED ON TILL 8 sin ssni si s i ssn on s h 4 SUPPORTED ON EXISTING FlLL N / x -x / ~ / /\\ / G l l e f
AUXILIARY BUILDING UNDERPINNING O@NSTRUCTHOD! SEGURNCE STAGER 1 + N Q SUPPORTED ON TILL i s-si nns n s s in, n n ACTUAI. EXCAVATION 012' I SUPPORTED ON \\ EXISTING FILL 2 x-v r A - / A //) / 20' SOIL SPRINGS [\\ REMOVED IN ANALYSIS, ELECTRICAL P;INETRATION AREA (EPA) 1 l CONTROL TOWER (?;!EST) s G-1802 21
AUXILIAR'l BUILDING UNDERPINNfNG @9KSTRUCTDOM S200ERCE STAGE'- 1 N E SUPPORTED ON TILL i ^~ Y~ "' " "" "' f ACTUAL j EXCAVATION 312' --- I SUPPORTED ON -- -- /s 500K EXISTING FILL / / x-v 7-f / /E /6 / ~ K 1,100 l /* ~" ~' SOIL SPRINGS REMOVED IN ANALYSIS ELECTRICA1. PENETRATION AREA (EPA) CONTROL TOWER ~" (WEST) If a td
AUXILIARY BUILDING UNDERPINNING CONSTRUCTION CONDITION ANALYSIS MAXIMUM STRESS (Tonsion) 09XSTRUCTDON STAGi3 'I l Existing Change in Total Stress Stress Stress I t o DUE TO SOIL 30IQFT 7 IQFT 37 IQFT REMOVAL l e DUE TG: SOIL 30IQFT -2 IQFT 28 IQFT REMOEil 1 ~ .AND J/'OKING Tu ta"e5L',=,',,.,,,,,o ,,o,o, a
- o.,,,..
i N l .b
l l s ~ t N u / s ~ N s T O F E l D K 'G E 5 C T 2 R ,e N 1 s m D , x gs@K O N I P s 1 i N PLs l NE ST, UIL E i x G t' / .e IE PU s I - / s R Q' E s DE s/ 00 j 3, NS
- x 1
p U 2 GM-E NOG Ax/ IDDA LTT S IUC s BU. j YR R T AT F l LS K I /us 00 XN I 1 G c$ UO T l - xb A i i G C ,%N i E .n W s m 7p/ r uw AN t t ?or / $u ?$ c *,. e e s ? Ys 1 l ll ll 1\\ l
i AllXILIARY BUILDING UNDERPINNING [ CCESTRUCTDOM SEGlDEtMCE STAGE - 2 ~ A MN I SUPPORTED ON TILL i >>> > s ss's s s - > i n, on Ql t 5 I 500 ' "^ SUPPORTED ON K EXISTit!G FILL T 7% \\ / pM.Np - AdW5kh / ~ ~ Q (k K K 1,100 2,200 ks!. i / ( ) K 1,301)K 1,300K 1,100 K K WElG';T PER FT:3100 t'1EIGFIT a 12S lFT 4 M41 AND UNITS 9 AND 2 e
AUXILIARY BUILDING UNDERPINNING CONSTRUCTION COND! TION ANALYSIS MAXIMUM STRESS (Tension) { COMSTRUCTDON STAGE 2 I Existing Change in Total Stress Stress Stress I o DUE TO SOIL 3014FT 1 K FT 31 IQFT / REMOVAL 4 i o DUE TO SOIL 30IQFT -05 IQFT -35 IQFT i ' REMOVAL i AND JACKING ~ i Nu vu$$$t$:rsuutarn nr2e:e2 a.gozo a2 p S
l AUXILIARY BUILDING UNDERPINNING I CO!XSTRLI!CTD@K ' CON DOTDON ANALYSHS 4 i CONSTRUCTION SEQEUNCE I STAGE - 3 t NL ~ SUPPORTED OfJ TILL i s-n nns n i s i n, nn ~ } ---,j SUPPORTED ON n K i 500 \\ I\\ EXISTING FILL ~ /AN 4 I CDOK 'Z h / s / \\ I f [ 2 g K K ~1,100 ?.,200 f $$$k2hl [ K K K .i 1,300 1,300 1,100 A Y BUIL N 0-1867 18 i, s m
AUXILIARY BUILDING UNDERPINNING COXSTRUCTDO ECON DHTDOM - ANALYSDS CONSTRUCTION SEQEUNCE q N STAGE - 3 SUPPORTED ON TILL i sin nn s s s i > > s-, ss n '800K /-,,I SUPPORTED ON /s 500K \\ EXISTING FILL ~ V8/\\\\ i '"$ f A3 N [ N-p Mkks)<g $1_ / 1,400 Qg&' % 7 f,/ ~A ~ / K K K 1,100 2,200 3,400 f l 3$$M23il /1 K 1,300 1,300K K K 1,100 1,100 h
- hh l
'o (0 j
l AUXILIARY BUILDING UNDERPINNING l l COMSTRUCTION CONDITION ANALYS!S I MAXIMUM STRESS (Tension) COMSTPaHCTION STAGE 3 t l ~ Existing Change in Total Stress Stress Stress 1 o DUE TO SOIL 30 K/FT -20 IQFT 10 K/FT i REMOVAL e DUE TO SOIL 30 K/FT -95 K/FT -GS KIFT REMOVAL AND JACKING 1 i MOLANU UNITS 1 AND ? AUXKlAllY ButDING1C NZ 1II'IT4?i: fig 1129h. G.3g29 4$
TiUXILIARY BUILDING UNDERPINNING i CONSTRUCT 00MSEGllENCE ~ TEMPORARY GUPPORT l N H E 1 SUPPORTED ON l TILL 8 sis, ms s sii s is,, sm I I J g 800K UNSUPPORTED 500K ~ AREA K K iN / 1,400 1,400 ""$k / N"X N$ N j / ~ / e O K K K 1,100 2,200 3,400 /\\( s C ,)- -p --c-1,300 1,300 1,100K 1,100K 1,100K '1,100 K K K O A Y BUIL Hr1NPNNG 1/2rdn2 G 100217
l l AUXILIARY BUILDING dNDERPINNING l CONSTRUCTION CONDITION ANALYSIS FDIA!. COMSTRUCTDON STAGE l l EXISTING STRESS ~ 30IQFT = l CMANGE IN STRESS = -65 KIFT i i TOTAL STFRESS = -35 KIFT i ) 1 i YDUYdN t { U (IWWANG U20/82 0-1929 40 w N
AUXILIARY BUILDING UNDERPINNING !~ CONSTRUCTION CONDITION ANALYSIS l MAXHMUM LOADS.DN HOGMLY ~ STRESSED AREAS l MAXIMUM TENSION Existing Stage 1 Stage 2 Stage 3 - Final i Location Capacity Load Constr Constr Constr Constr I i Slab At 321K 250K 318K 260K 86K Comp-l El 659' (local pression area) Wall Below 830K 333K 411K 351K 147K Comp i El 659' pression j Between G i and H j MAXIMUM SHEAR Existing Stage 1 Stage 2 Stage 3 Final i Location Capacity Load Constr Constr Constr Constr Wall Below 290K 38K 76K 63K 98K 132K El 659' Betinteen G arid H IsWXfi# ;An O
- .ma u.
a
- o.,,n..
'i -I / AUXILIARY BUILDING UNDERPINNING CONSTRUCTION CONDITION ANALYSIS l SOIL PRESSUREG GESF) / / 's N AD c2-x &s ~ = g... a ,.e. .-.~."*-.\\
- 3. STAGE I SOGL RELtOVAL D
- g
- 3. SIAGE 9 YttfH JACAWee ja.g 4.e _.-.-.-.-.-.-.
3 s, [g ... g
- 4. s Ace
.g j g s. STAGE 3 g s.e I ,; } 3 . a.e i t t.e \\ \\ I. i l ee
- = = 71/:.. _
.. = * +
AUXILIARY BUILDING UNDERPINNING ~ CO?fiSTRUOTHO?J CORD [TOON ANALYS:S AREAS FOR CRACK MONITORING /' / f'E ~ Y ^' f'/l r l ~l~ 7 / / / / =,c i / ~. -,y ....z fpf r ///y; ,b b$hY,.Qt,, l// _7 i p
- 2 bI U
g 9 e 8
===: "-a a
- v-r -
0-1929 35 UI i
AUXil.lARY BUILDING UNDERPINNING CO!NSTRUCTDGD3 CONDilTDCM AMALYSiS AREAS FOR CRACK MONITORING _p EL 659'-0" f EL 646'-0" t y f EL 632'-6" 4 i i j-i 9 Il r-EL 599'-0" 3 i - I p-- EL 504'-0" j f EL 560'-0" -i WALL AT COLUr.1N LINE 7.4 AMD 7.8 4 l AUXILIAftY DUILDINGUNDEFFW#eNG 1I?DiC2 W i CN
AUXILIARY BUILDING UNDEBPINNING COESTRUCTEON COMDOT50N AN ALYSIS AREAS FOR CRACK MONITORING [ '[,/% EL 659'-0"]./ / c /; /$j/ EL 846'-0",7 i T -: ~b'M = l. EL 832'-6" i l EL 614'-0" 3 /.,,/ /.x v f / EL 599'-0" 7 [;__ II I, //
- 53
-f:j EL 584'-0" 7 N(///y'fI /7 C EL 568'-0" '/ V/ALL AT COLUMN LINE 5.3 ATJD 5.6 l %Cv"ou[E."odnews.o :,n W a-is2e.34 i ?
1 AUXILIARY BUILDING UNDERPINNING COXSTRUCTDON CONDITION AKALYS]3 l 1 I. AREAS FOR CRACK MONITORING 4 4 s-l EL 700'-0 i i EL 704'-0 g . - = i / / j -/ t l i >dh a 09 max j -p_ ll 'l l t J-l
- ! _L 674'-0"l I
E l .s,t .p Jp. i l g 3 WALL AT COLUMri LirJE 5.3 i t Y 1111 'F T: ' 24NING 11., 82 i G 1929-36 .a.
2 AUXILIARY BUILDING UNDERPINNING COKSTRUCTIOR CONDDTBOM A N A LYSDS' AREAS FOR CRACK MONITORING 9 EL 708'-0"; EL 704'-0") i l / I 469Wfk e L___ I l 4 I l EL 674'-6")_ __ l i* I r_ m___ 4 _4 4 WALL AT COLUMN LIME 7.8 i MORAND UNITS 1 AND 2 AUXILIARYOUILDINGUNDERPfr#1:FfG 1129/82 G-192W-3T / a l U
i ~ R 5 3 i 5 a S gE sa n ! E !! @ 'u e e 1 gg,,, J,'- /~ g q ,~ g t- ?s l e 4-g 8; E; E> GL 's >3 . TW I y4,l. w g-3 @S),iIme 8, 7 g .a s, s i Q .t g @ Cw a-x xv [3>-
== .u ;!$ g 's +9 's N l ::l <10 5 l gO g l v' e g,$g-4 }- 1 r I = 0-X/k% Pal ') E g-b e- !5 [kh5 s 8 / t I V C W .-=\\ 0 A A R 0C N ~ B D ~ J L ~ T Q U 6 U-R W R Q T T ~v =- 5 C ~c 7 A =, E W
- N R
~ A D LP i W [ ili gJ 3 i, ,J \\ ;< .s ;P 1 e W j jo / \\ t jW g = s e
~ PLAN - CONTROL TOWER PIERS AND STF4UTS ~ (CT-4 k CT- ) pe.Le-Te") g.. 1. N l \\ ,. o w ,w g CT-13 CT-14 I g l f / i W1 / A g_ _f p gp t / \\ /- i b-~ ~.5 \\ ~T 2 *cT-3. CT 4 'dT 5 'CT-i b CT-1 i 5.3 5.9 0.0 l MOUuvo UNITS I AND 2 AunluARY SueLDING UNDEFUTedING 112 F/82 O-t 920 21 ~ 4 9
SECTION - CONTROL TOWER PDERS AND STRUTS ~ ~ ~+~ -t-EL 614'-0" / -l - i l i i I L_J l l s i I I i ~ 33x221 . s.l_
- _7,
(El 509'-0" STilUT.. EL 894'-0" ll 3 I l l 6'*0" 8 I 8 i W33x221 l' ( - 'jjl f; [EL SO4'-0" ~ EL 803'-3" l___._.._ l SihUTS ON CT 1, CT-2, CT 3,. CT-1 THROUGil, CT-10, Ci-11, AND CT 12 ONLY CT 12 GROUND EL VARIES EL 002' 0" y EL VARIES ,j SECTION R-R To"3"o%8 '4"o 'nemm i,u,.2 o
- o....,o
+**
e PLAN - CONTROL TOWER E ETHOD TO INSTALL I HOROZONTAL RE5NFO?aCEMENT -l 16'-0" FOX HOWLET CLEAR COUPLERS HORIZ REBAR A =-- ( = y -- i Y ar_ CT1 CT-2 CT 3 CT-5 CT 6 CT-7 CT-8 i l i 0" 6LEEVE FOX-HOWLET / COUPLER f40TE*- ~ m. .-5 1 s-wal- ~ VERT REINFORCING BARS MEDAR INSTALLED IN 15'-0" LENGTHS l . CT - CT6 WITH FOX-HOWLETT COUPLER $ j PIER PIER AT STAGGElIED LOCATIONS \\
- - n.: 3
'-n-HORIK REBAR ENLARGED PLAN VI'IW c i ! # a f r 3 2 %. .a,, m u 7 s o,,,,,, j
ATTACHMENT IIe' a a D L LL K o) S N 2 P L/ X TITTABAWASSEE RIVER COMBINATION i \\ l l SHOP EVAP AND j' AUX BOILER ~ BLDG N BORATED WATER COOLING TOWER l \\ l-TANK f 'O O SOLID RADWASTEg 4 t-i J AUX BLDG l REACTOR BLDG - ) 0 [Q= REACTOR BLDG UNIT 1 UNIT 2 Y ADfAINISTRATION AND~ N ATER -CONTROL TOWER SERVICE BLDG TURBINE BLDG PUMP STRUCTURE L DIESEL GENERATOR = '---~~~~'s's l 11LDG CIRCULATING WATER l s O INTAKE STRUCTURE N s O$ ' \\ N \\ EMERGENCY COOLING g i s \\ WATER RESERVOIR \\); s. -DAFFLE DIKE \\ ___~~_ ~ ~ _ _ _ y,,,.,, COOLING POND y/
1 AUXILIARY BullDING PRESTRESSING TENDON
- l i FUNCTION-1 TO PROVIDE RESERVE CAPACllY FOR EPA AND CONTROL TOWER CONNECTION AT EL. 704 I,
G I e i
AUXILIARY BUILDING UNDERPINNING ELEVAT!OWUHEW AT DC LilN 3 e 2.5 5.3 8.6 7.0 0. PRESTRESS!NG )'jiEtiDONS. I l EL 704'
- L t
EL 695'-6" TOP OF GRADE EL G34'-6" EL 842' -a.- BOTYOM OF HAT EL 003' 0* i I O WEST WING LE CofJTROL TOWED EAST WING IO PIT PIT i 3 lY ((5.. i. i.L. 9u- . ET l FG 1 .h
l ll; g '9 <, i. n 5' Jl t
- 2,,
T .lf .. t sQ lI, I !g M. p L V. B _C I I y i i .f '9 t / a h Y. N r o ~ O o n. DN o ta 0 E CO n m o0 T % 0 ** 4 T GN hTUn l t 1Y s 4, L V' E e A 'C TE T / J. ' I S 8 / a' J 0 s o S o R" o7 E V '- E E N o NL
- i'"
T RT A S I E o P R 'o P N
- 8 O
G 9 I N T o I s A s D. s. C e l w O l L e u is o B t Y bI2 o ' a u 4 's. R i s A m y w e. IL i s I ia X t U A s. S C lt f. i 's I' I ,1 T I ,N JU N I G B R O U L y, T B l e< f il1 l' l
AUXILIARY BUlWING PRESTRESSING TENDON I 55
- c.,,-
t J' D Rii.L ? /4 4 HOLE (TYP.)' / i ~ --- q z l-4 ^ v O -k i i e + I I I o w ~ $3 =m r,.. l _____4. ~ dm g TYPE vre STRESS 1H4 e 5 DRILL 2 74 4 ANCHOR 2.Y INRYCO llOLE @ Et.. lon'-O' OR APPROVED EQUAL ~ l CONNECTION DETAIL 5
I AUXILIARY BullDING PRESTRESSING TENDON G SYM. l* S* l'- S* 8..q*i,.. r<, l ~,- s- ..., e .7 [ h, s .e -l
- [-. h)_ _- :
_.$d **- d. g I' _._'t ~k 1 A__ i$ / _~ _ _ _ ~ _ = '( i ~ V 4 ( e .h : \\ u s _q = w. w o c__-_-_.._ B-N_ i 2 N 5/ g i ._/Y ~ HE AVY ME% NUT W/WA%UR. ( 2Ia*& HOLES FOR./ . 4 2'/4" 4 A-%4 EATi l SUPPORT BRACKET DETAll l r 1:
AUXILIARY BUILDING PRESTRESSING TENDON MATERIAL
- CONA MULTISTRAND SYSTEM MANUFACTURED BY INRYC0 1
- 2 TENDONS OF10-l" DIAMETER STRANDS EACH l
- ULTIMATE STRENGTH OF 270 Ksl l
I 7
AUXILIARY BUILDING PRESTRESSING TENDON DESIGN CONDITION
- BASED ON PRELIMINARY ANALYSIS OF EPA ONLY 1
- EPA TREATED AS A CANTILEVER WITH LIMITED S0llSUPPORT OF 3 Ksf l
( CURRENT ANALYSIS INDICATED S0ll PRESSURE OF 5 Ksf UNDER EPA ) l
- TO PROVIDE TENSilf CAPACITY OF 616 Kips FOR CONTROLTOWER ROOF,
l B
AUXILIARY BUILDING PRESTRESSING TENDON INSTALLATION PROCEDURE SINGLE END STRESSING SIMULTANEOUSLY FOR BOTH TENDONS FROM UNIT 1 SIDE l l STRANDS STRESSED INDIVIDUALLY FOR EACH TENDON LOCKED OFFEACH STRAND AT 189 Ksi RECHECK AND ADJUST LOCKED OFF STRESS AFTER ALL STRANDS ARE TENSIONED l 'l,
AUXILIARY BUILDING PRESTRESSING TENDON i O h 8 _ i-4 l I I i I 1 I ' i. i l EXISTING BRACKET CONDITION t e 4 t /0
I l AUXILIARY BUILDING PRESTRESSING TENDON AS BUILT CONDITION ~ l
- BEARING PLATE UNDER ANCHOR HEAD OMITTED
- NO UNUSUAL DISTORSION OF BRACKET 0BSERVED
- CAPAC11Y OF BRACKET IS 470 Kips BASED ON LIMIT ANALYSIS
- FACTOR OF SAFETY AGAINST BRACKET FAILURE IS 1.5
// '
N AUXILIARY BUILDING PRESTRESSING TENDON FUTURE ACTIONS
- GROUT SPACE IN BRACKET BETWEEN WEB PLATES AND FLANGE PLATES l
BEFORE UNDERMINING AUXILIARY BUILDING EPA i i
- CHECK TENDON LOAD BY LIFT OFF I
I /2
i-N l I l-- nu g 6 COF O Q E p' o, 7 @< 7 3< uJ .a u <a F- \\D #: 'g ct V8 S iD Cl-LO 3 2 g s .? k D Owg 2 ~ + 'o1 ~ 51 d hh1 N/ o 2 + w H \\ e Ra 'k E ~. e/ ll N'j G-fj a ~ l, \\\\, CL I t i G U II D p gi v. ^ ii + ll y. g m I I ,I i I El 11
- I s
iI ll k II ll l II i 3 s I1 -s ' l_ _ x 4 9 l \\'s Il il litsesei..,l u a s, gg g 'N I ls ! I 4 k 9 e ..._____________________._.-..__..___________J
ENCLOSURE 2 d.Kont ~ RGEB
Subject:
Design Issues to be Audited by HGEB at February 3-5, 1982 Audit in Ann Arbor, Michigan Licknse Documentation Anticipated to be Crndition No. Review Issue Presented to llGEB Design Audit Feb. 3-5, 1982 Sa Auxiliary Building Plan and sectional views showing the locations Information was provided in Temporary Support in the structures and on the foundation bearing Dasgupta presentation and System During layer where temporary underpinning loads have handouts, but results are Underpinning resulted in the largest stresses. Drawings impacted by the requested (EPA and Control should indicate assumed exc. conditions at sensitivity study on soil Tower) the various-stages of construction. spring constant variations. Calculations that provide the magnitude of Checked by SEB the above stresses. Calculations providing the factors of safety Provided in Dasgupta against bearing failure. Presentation 5b Auxiliary Building Sketches showing deformation measuring Provided by Bob Adler. NRC Temporary Support instruments attached at top of pier at the needs to review System During selected locations. Underpinning (EPA & Control Description of frequency of readings to be Provided on drawing entitled Tower) required. " Instrumentation Matrix" Identification of the ALLOWABLE movements, Criteria given for FIVP strains or stresses at the selected monitoring piping. Tolerance criteria locations and CALCULATIONS which are the basis on movements is still for those allowable movements. What are required for both Phase Il crack monitoring plans? and Phase III instrumentation. Criteria to be followed for READJUSTING Criteria on jacking is jacking load (? Settlement). controlled by both settlement and stress considerations CPC to provide drawings, procedures and criteria to NRC on Feb. 26, 1982. C '- * \\ 0 . t;
Condition No. Review Issue Presented to HGEB Design Audit Feb. 3-5, 1982 Sb This is ALLOWABLE movements. What valves Tolerance criteria will (continued) (limiting) cf movement or cracking or stress identify both an action will require re-evaluation and stopping of level and a stopping level. underpinning? How established? Provide CPC still needs to address the time interval (maximum) between crack propagation. NRC observing limiting movement or stress needs to review criteria and time for action (re-evaluation or on cracking provided in stopping)., Auxil. Bldg. report and be prepared to discuss at Feb. 25, 1982. Sc NRC Testimony Previous discussions have resolved this Previously resolved. (11/20/81) issue. 1, Q.6 Sc 1, Q.7 Provide explanation on how measured jacking By knowing the shape, load and pier settlement will be used in embedment, deflection - NAV-FAC DM-7, Fig 11-9 to establish Fig. 11-9 is used to equivalent soil modulus, establish coefficient which permit $ modulus to be computed. 1 Issue is resolved. l Sc 1, Q.17 Provide CALCULATIONS which determined the O Pier W5, the Turbine Bldg k magnitude of the test load for temporary support load is 878. pier. What part of this load is due to Total load is 2513k l Turbine Bldg. and what part is due to EPA? (maximum). l (Is this a location of large stress which has been covered in Lic. Cond. Sa?) Sc 1, Q.18 Does previous discussion under license Refer to status of Sb. condition 5b on ALLOWABLE movements cover Q.187 l l Sc 1, Q.19 Question has been adequately addressed Previously Resolved. including discussions at last audit of i Jan. 18-20, 1982. l e.- i l '." I i i. Il e h 41.. l
/ 8 o,, UNITED STATES NUCLEAR REGULATORY COMMISSION c-
- 7..,
tj WASHINGTON, D. C. 20535 'k*..*/ FEB 2 2 1984 Docket Nos.: 50-329 and 50-330 0M,0L. APPLICANT: Consumers Power Company FACILITY: Midland Plant, Units 1 and 2
SUBJECT:
SUM 4ARY OF MARCH 16-19, 1982 EETING AND AUDIT ON S0ILS REEDIAL ACTIONS On March 16-19, 1982, the NRC Staff and its consultants met in Ann Arbor, Michigan with Consumers Power Company, Bechtel and their consultants to discuss and audit preparations for proposed underpinning of the Service l Water Pump Structure (SWPS). The meeting also reviewed the status of remedial l plans for other seismic Category I structures (auxiliary building, diesel generator building, and borated water storage tank foundation's) on plant fill. is a listing of design issues that were to be audited for the SWPS by the NRC's Hydraulic and Geotechnical Engineering Branch. Enclosure 1 was provided at the start of the audit on March 16,1982. is a summary of this meeting and audit. p //. i% HNd, kro' ject Manager i Licensing Branch No. 4 Division of Licensing
Enclosure:
f As stated f cc: See next page I I w 6 h
MlDLAND 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 Janes 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. Mary Sinclair 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, Michigan 49201 Mr. Wendell 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 Woodmont 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 Administrate 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. Steve Gadler 2120 Carter Avenue St. Paul, Minnesota 55108
~ } k Mr. J. W. Cook, a 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 j Boca Raton, Florida 33433 i Jerry Harbour, Esq. Atomic Safety and Licensing Board i U.S. Nuclear Regulatory Commission Washington, D. C. 20555 Geotechnical Engineers, Inc. ATTN: Dr. Steve J. Poulos 1017 Main Street f Winchester, Massachusetts 01890 e l L-
,7, 'Pcg2 l'ef 3 ENCLOSURE 1
Subject:
Design Issues To Be Audited on Service Water Structure by HGEB March 16-19, 1982, Ann Arbor, Michigan Review Issue-Previous Question Documentation Anticipated to be Presented to HCEB Bearing Capacity GEI 4.1, 4.2 Method to be used.for demonstrating adequacy of clay or alluvium bearing stratum in the field. 1 Construction controls to be employed in establishing maxi-mum. thickness of lean concrete to be placed under piers. COE Q.4, Q.18, Q.19 NRC needs to respond to CPC testimony (Pg. 47) on bearing capacity analysis, appropriateness of adopted shear strengths and factor of safety against bearing type failure. GEI 4.3 Results of CPC study on subsurface information to establish bottom elevation of piers. Construction controls to be required in the field that will establish the maximum ELEVATION DIFFERENCES to be permitted in the field. CEI 5.2 Description of pier load test and identification of test pier. COE Q.22 Provide calculations showing how effects of post tensioning have been addressed in bearing capacity analysis. Static Spring Constants GEI 1.1 NRC needs to respond to spring constant calculations pro-COE Q.5, Q.15 vided by CPC on February 23, 1982 (By F. Lam) and Table 1 (C. Dirnbauer handout of February 23, 1982). Settlement GEI 1.2 NRC needs to respond to CPC testimony on predicted settle-j COE Q.8, Q.11, Q.13 ments and controls on settlement identified by CPC during ^ jacking. 1 I Drwatering CEI 2.1 NRC needs to determine if Draf t copy of spec on temporary COE Q.14 dewatering (Provided Mar. 10, 1982 by A. Boos) adequately describes system (location, depths, type of piezometers for 2 monitoring) and if system will-be installed well ahead of draft excavation. \\ = <. - 1 a
Pcg2 3 of 3 Review Issue Previous Question Documentation Anticipated to be Presented to HCEB Miscellaneous GEI 1.3 ' Identify maximum load differences between adjacent piers in order to_ avoid breaking shear keys. Provide calculations. GEI 1.4 Provide pressure diagrams and computations for out of plane forces (lateral earth, seismic, hydrostatic) for which the undcrpinning wall has been designed. CEI 1.5, 1.6 Provide calculations for estimating shear load in bolts. COE Q.25 What are the existing maximum stresses and the locations where they occur? GEI 1.7 Provide results of calculations that indicate that the SUS can be supported between corner piers. COE Q.24 Clarify past misunderstanding on term P 'in loading equations (Nov. 6,1981 Report, pg. 5 & 6). GEI 6.1 Provide discussion on present construction schedule. l l s _W
3 Pcg2 2 cf 3 d Review Issue Previous Question Documentation Anticipated to be Presented to HGEB Monitoring Instrumentation GEI 3.1, 3.2, 3.3, Describe the plans for monitoring. This should include 3.4, 3.6. plan showing location of instruments, typical installation i COE Q.1, Q.2, Q.3, details and sectional views. Anticipate discussion on l Q.6 monitoring for cracking, pier loads, vertical and lateral movements and concrete stress changes. Identify critical stages of underpinning and critical e measurements. Discuss how the identified critical measure-ments will be used to control construction. Identify limiting criterion on movements and stresses and basis for their establishment. Discuss remedial measures which are available at the various stages of construction if limiting measurements are reached. Identify the time which will be permitted to elapse if limiting valves are reached before taking the remedial measures. Provide table with frequency of readings and time of instrument installation. Jacking CEI 3.6, 5.5 NRC needs to respond to CPC testimony that provides basis COE Q.9, Q.10 for selecting jacking load and time interval to be held. CPC is requested to discuss the underpinning operations to be Q-listed. Discuss frequency that jacking loads will be checked during underpinning. 4 .A
l 067486 ~ 1NCLOUSRE '2 Bechtel Associates Professional Corporation 777 East EisenhowerParkway Ann Arbor, Michigen aannaesses P.O. Bou l 000, Ann Arbor, Mictugan 48106 MEETING BOTES No. 1572 MIDLAND PLANT UNITS 1 AND 2 CONSUMERS POWER COMPANY BBCEIEL JOB 7220 DATE: March 16 through 19, 1982 PLACE: Bechtel Ann Arbor Office
SUBJECT:
Nuclear Regulatory Commission Audit of the Midland Ser-vice Water Pump Structure Underpinning ATTENDEES: Nuclear Regulatory Commission Consumers Power Company D. Bood J. Minisenheimar f J. Kane J. Mooney* P. Rinaldi N. Ramanugan R. Singh E. Randan J.~ Schaub
- 1. Touteborg*
Consultants Bechtel D. Bartlett
- S. Afifi*
B. Burka J.E. Anderson C. Gould* A. Boos
- G. Harstead D. Bradford*
S. Poulos M. Descupta* R. Samuels* B. Dhar M. Sosen* C. Dirnbau<.r* P. Lam
- L. McElu..e J. Rotz*
W. Swanberg T. Tseng G. Ttsveson Y. Verma* i
- Part-tima
~ l _.. --~ -_.
067486 . a.a i Bechtel Associates Professional Corporation Meeting Notes No. 1572 Page 2 PURPOSES: 1) To perform an NRC audit of the design and calcula-tions for the underpinning of the service water ~ pump structure (SWPS) 2) To provide information for input to the NRC testi- ~ mony 3) To permit release of the underpinning for construe-tion. ~," 4) To discuss items related to the auxiliary building and borated water storage tank foundation construction PRINCIPAL AGarDfmfTS: 1) L. McElves presented a general description, construction sequence, structural analysis, and proposed monitoring for the SWPS under-pinning. Viewgraphs for this presentation are included as Attach-ment 1. It was agreed that post-tensioning will be left in place during construction, Carlson stress meters will be provided in the three piers at each corner, and jacking capacity will be provided~ [ in the three corner piers to support the entire overhang section. V.; 3 J.E. Anderson presented.the design for a dynamic cone penetrometer.. 2) for use in evaluating alluvial sands. Details of this penetrometer ^
- g..
r - are included as Attachment 2. Other tests to be performed on alluvium include in situ density and compaction. Compaction test-ing will be performed at several noisture contents. If more than 10 to 15% gravel is encountered, a small plate load test will be used instead of the penetrometer. 3) Pollowing discussion and audit of calculations, the NRC provided items still requiring resolution. These are included as Attach-ments 3 and 4. lists calculations made available for audit. 4) On March 18, 1982, a site tour was conducted which included the SWPS, anviliary building, and observation of crack patterna on the diesel generator building. 5) ERC concurrence uma provided to proceed with erack repair for the bosated water storage. tank foundation. 6) The auxiliary building parametric analysis using a subgrade modulus of 70 kef for the till under the main saxiliary building was dis-cussed. The approach for this analysis is summarized in Attach-ment 5. Items to be resolved prior to start of tasporary support of the===414=ry building are included as Attachment 6.
- E D. 5.' +,. N 8M. ~.,
067.486 i i Bechtel Associates Professional Corporation Meeting Notes No. 1572 Page 3 J ACTION ITEMS: p. I " The action items resulting from this meeting arc outlined in Attach- ' ments 3, 4, and 5. Prepared by: - 2 2 -- N. Swanberg Assistant Project Engineer N8/.jan 3/25/12 ~
- ~
5.;.. Attachments: 1. Viewgraphs 2. Dynamic Cone Fenetrometer 3. Service Water Pump Structure (SWPS) -. Items to be Resolved e- -1 i'. * ' 4 Structural Engineering Items to be Resolved m-5 Parametric L-414=7 Building Analysi'a' 6. haf14ary Building-Items to be Rasolved >. -:# } < - 7 Table of Calculations - SWPS ,? s m#. 6 4 d 4 4 h ,e..-. ~ 97 ,* * *[ --.._...g, W 8p*TA .-...-.a __.. = =,
. to Heeting Notes No. 1572 \\ j s ,n -c. m . m... m i COM9fNAfl0N\\ SHOP i f n ' 'EVAP AND O AUX BOILER-* ,i [ . BLDG l f 4 I}.,*. k* [ Dmt s .0 ., j.gf.
- o. o t
f,p ~-l,. 8 /,i '". ~.,q.; 1 i 4. [- d: f,. > AUX SLDG =[ N R g g $ S M W E @ l(f,q R $ REACTOR BLOG i' I pgggTg3 $ ' UNIT 1 V V -D UNIT 3 MNTION AND-+ ~ ~ SERVICE BLDG. TURBINE BLOG g }, BRStLDENERATOR
- l l-
... n BLDG CONDENSATE t %O-STORAGE TANKS OE 4 EMERGENCYCtMUNE [j WATER RESERVOIR DISCHARGE .g..,g';. AFFLE DIME 5
- g-STRUCTURES 7 flpg,
D. !- i 'l 1S mg .. ;1
c j SERVICE WATER PUMP STRUCTURE j PLAN AT EL 634'-6" 86'.-0" co m 2:: fu, fu (o reflro SERVICE WATER .1,\\,,l f, PIPING 2
- 'l ll i
N co - - - ~ - - - -- m 2 c mX2'-0" < b I FILI. a 48'-9" "'**ar===-=====
- Y N
~.,,,,,,,,,,,,, f%M G5= g m a .h, S
===V ~ e' i 106'-0" l ~ ) \\ -l ti h /.?!. ' ! ,, 3 i, ; i -q 51 '-9" l ;.,. ! g i -2'4 " j m e d s espe e 4 I e, 4., p, - ., 9 n i,. ., ; s .h. u._.__
.n f 4 06_/ 466 .i y i. 4 9 g if ~ ~ -- '}[ - Q } h + ni7*.. ~ }v,,,f,.4 l v .n Qp I 'l "? y- /I? T '= ~. - g ,7-g b" I? h h . :.N.h ~.. ~. -=--., E-n - ', .=. 4K - L.~ ~ m A f- { 3 ..t
- mm
~. d e e e ~- 6 b e ?I ,, _ ~ ~ ~
is ? Nt '.k. j i e senvece WATER PtMP STRUCTURE ~ ) i l RANOR 6F PUlWi@ LNG LEV 1El.9 C3 m 580i'BL 680%"\\ - _.. T.T.. ~T T -.2=._== - = - - TOP 6P8AADE BL 984'4" ' 3 Q- .. __.. _3( O . a. p., 4_ s _y - l ). g ggge,gn u,t { a', 8 g ta * + jg' g w ~ 3 [, WATER LEVELS) r .w [i.V.e.= y sF 0" M t te Ai'~ ei g,.. EL Set' e',' ~' '( (ACCIDENT w ,8 LI p 5 L i CONDITIOfP 5'4" )1 . h.' l 1 g \\ f a i::.;;*,u :.e.; :m.,,n
- BOTTOM OFMAT L.
EL 587'-0" . NA,TURAL MATEFdAL / !.O ~. - -... ~.
f- .N asnas I e I t 6 n. ~ n g.---...
== z-2 6 r g 4 _' ~ P~ l l M',, l t i l e sa., .l. I ~ i' [W asc+ y n. ,... ~ m
- b g g
l y p b i g e i a p ( [ w.? f 9 e 3. w Ye 2,. .3-,.. --- _.... ~. ' _ _ _ _.. c ;. :>.. - - n., u. a
-o-t'j .3 .a t SERVICE WATER PUMP STRUCTURE i 'd Ci
- f..
.Ok m j r EL 882'-9" f w 4 ~ o, 1 _M i .i
- l c3 a
a i ,l .. m ,s 1 EL 834'-0" 9 .3 ? ~.,
- 3...
.j .... y .,,,,c .x !;. j ', " ' ' }.,,-' f EL 620'-0"l ~ 'c x 3 i t, s e,.,.
- <:y;;
< 3 m. t..a.g : s i;icb.p.... o.,: p. u, .i n u._ .;.g. r
- 3..
3 4,-0,4, e . b. f. I. i.!. i .M 1 -s t t '.:;j.,. : .;:.np I
- 9. v y
_e EL 592'-0" 5 ,, * =4
- :!.!..!!.3..',
';,:W.,;r ,. i ~ t ~ l I. - 61 34.f t ).c..- )
- ., g,,
.s n 'i*,,l'. J /*)$.,';;.g. .. ~. 9 3 .l ,' t
- ?. -
i. i.(.... / ' e ' . t. s- ,'3 ,cf.,' ,,j t. l ,~ q .g.
- 1.
...i. i s . g t. , e g
.g:- ,g kk a p m.~ ?. ) ,,3 su ,E -e-. ' ~ ..g g*p*4 l l N O N O O 5 'l F E { e i a. / e.g plx "y( G e== =,jg j = i f i' g 4 n (- a m. .v... isn a. .L n. e. c. gC-9 g-s_;
- \\r r-r =
.,y g; i. g ^D an O 2l E g g, E O ~ 5 A c E ~
- O
" M i'e_4_ b .Eo w e - q a a %M y o .= ' * * ^ ~ ~ 4.1.b..
- "*"*"'**N*
~ ,, < s,4, ; f-..- 9,7.T- ~
.I l 3 I ? sinitVtCE WATER PUMP #irAuct0fte ~ -1 PLAN ~ i t i
- .j en
- '. 1 46'.0" 4
? CIRCULATING WAftfl 4 =855VIOE WAiER AcetsidetAFT' & STAIRCAtif j ( INTAKE STRUCTURE ~ UMP 5TRUSTURE l Uh6'EhPSININ 8 W P l ACCSSS -{3- . { SHAPT " - ' - - " - r - - ~ ~ - '.. - ~ ~ ~ Agg no - =- - - - -- - - - * - r- - -*- / _1{si. 8 ' 3.4(T.J.f.Q 4 f s d'.e"! !1a = M geget4 x i p 1 -a =am n. ...A__ BERPlhNING WALL &A66ESS Teh_N - g- -- i. - - m - - s - < -l- - - * - - -- - - - 9 r" * * ** - + - */ 2 s j t; l >' ti UN .j //...,, . f,:. EL* 'g. -- g8'4" it 195>.plcp,, <- /, ' ~~ m.. saammmmmmm.i v p l g r ,,i, x I f* : <..:j:' J IO ~ r. v. 8.. .t .)* g . =f a J *. - 4 4se EXPANSIONJOINT'e 11, i ~yt'y a i 11 .........p.- I .y = 3 I ..( 8 g i
- 6 '
I l i s= g 1 I 4 H g. ? 6' L t I l I a I i 9 v a l 1 .d., j... ~ ,? !.I t;" , J. ' U MID1 AND (MITS 1 I '! j r.a ,, j.. p. ,s r,wes g I t/Si l' 5f.h/ O'IIO4'03
- M ' O Eii
ra?. ssm i .- um.a... -( SERVICE WATER PUMP STRUCTURE 5 j TAPER THREADED CONNECTOR j
- 1 l
.= j; l ( NO, 9 BAR. d l A A A..'....... 1 I ~. U, . \\'7 t 0 I a . p' i 4 l ,4 l CONNECTORi ( .. l l .I 4 O g t - s, p t 3. r O 1864 18 ~' ~ 1
l' ~ SERVICE WATER PUMP STRUCTURE .1 ]l ? DETAILS OF POST-TENSIONING TIES R 4 O I ,i l [j ~ u i i f 1 CO CIRCULATING cn I; " WATER ".. Jl INTAKE STRUCTURE
- L
.v j 1 i e i. (
- ! !;l)I;Y i'
ij) j'.. ((TENDON Typical) ( i SWPS I ', (Roof Slab Met Shown) ..( [ ' ^N^W EWkeD .. = = c. = =. 1 [..' ..., =.. ~..-.
o jj l' SERVICE WATER PUMP STRUCTURE j VIEW OF POST-TENSIONING .i ANCHORAGES ~ 3 .v-m m ___ __ _._ __ i ROOF EL 656'-0" 3 .f d - - - - - - - - - - - - - - - - - - - - ~ ~' - ' s W i
=...===.
==.=9 =y:.:' _= a _ _- - 4
- y.._n.. _g
_ _ ___. _a,. -j.O. - EL 652'-6" . n_ -#~ * ~ ~ ~ I ETENDON SERVICE LOAD / (AFTER LOSSES) h.p1%c ^
- W 243 KIPSITENDON.' '
1,.s-g 't'.' = . - = ,,. _,g-.- ~~ L.t. h._ - 1 ::- =4 F -( 't d. t* trar-ar q-n(p 1> in I 8' . E 6 4 8,v 6,',' ' ii f =, =
===w- =.c=p m _ - ~ .r_= i ! i i-I i. II I . i D. i ) I EXTERIOR [ 4 I i WALL i l. > kr. ' ~
- r j
i j VIEWjA-A q., 0 1694-08 s y i l
1- . 4v*~* .1 .[ h. /j l SERVICE WATER PUMP STRUCTURE, K PLAN CONSTRUCTION CONDITION I ~ l i i i i. i O O CIRCULATING WATER - -SERVICE WATER ACCESS SHAPT i INTAKE STRUCTURE " PUMP STRUCTURE & STAIRCASE I l UNDERPINNINGPIERS ACCESS O SHAFT %---(---- -. -- e sBM A/1;'* a { }s)1 U j 4*.0"O 1/s is ~- li I K ~- e a i m EXPANSION JOINT' IS ./... _ _MG SNM e 3._.3___.-__. ________q__,__ f e 8 l-1 I l e l l .i l i -'/ l l emDLAfe,,,la,, sift 1 A800 2 4 m e, om
i i* SERVICE WATER PUMP STRUCTURE ~ c. PLAN C' j CONSTRUCTION CONDITION ll =- '? I l 36'-0" O ACCESS SHAFT I CIRCULAYWG WATER fSERVICE WATER & STAIRCASE WTA4(5 STRUCTURE PUMP STRUCTURE l UNDERPINNINGPIERS BM ACCESS O { !j m FT N ( /.1{3{ gg 1 - - - - - - - - - - - - - - - ' - - - - = - - -'- '-
r-- O l
) 4 { s ) s { 7 ) 4 { s 4'-0"O s e - } -- -} --- 3 1 a g.4..
.----s----_----,
~ NDERPINNING WALL MCCESS TUNNEL +y 4' 0" p 1 2 I 2 I ^ 10 ~ ~" 1' e to E l ~# ~~w 44 -4'-0" supAmeWNJOMT(.... _.__---- -_. -- ' J-./ EXISTING STRUCTURE ^
_--.--___l-_-- 3 l
i 5 0 ,a e a g g ,f l I I E i E l! gg g g g i G 846443 i ? 1- ., ;, - -=-., + - e-. w,w . uG sn~.;WM ' '5 l l )
(l~.'( ~ SERVICE WATER PUMP STRUCTURE y 1 i ISOMETRIC VIEW OF PINITE Ei.EMENT MODEL 3 i CD 'm a i { i g a ~ ~ \\ N s % \\ N N 1 N A o v :p, q [ ~ ' g N v \\ N ' ( N / 9 y ,i ' JN s d. g y# j ,i N s N N s s x d \\ \\ f Wj$ ' l! ip " fa P /~ s i MNN ' 4:a i c0:1.sSPR*:89 a t R. 1,. -l
{- SERVICE WATER PUMP STRUCTURE s i ~ i PRELOAD 3 3 ~ t co c r2 ,t j !.I y ~ t. sVSMM1 [ L 1. J i l1 LOADC40 - D + 25%L + JACKWG LOAD 0 g e s 1 \\ f. \\- j mas u sem y s e e t p kte n en M At A4 A9 ht h > 1 nt 1 -l t DISCONNSCTRO as0 DEL i asDUWED UIST81 AfG $ N j JMC mwd W ATER &l W t g. },.,;.. DIS M OS i... I
1 i n. m j SERVICE WATER PUMP STRUCTURE /6 1 4 4 l1 PRELOAD (cont'd) i, 't m .o i s i,j m ~ n, m E y r I SYSTEM 2 .i r LOADING i, D + 25%L t 3 i rl. ( p l 34, e I
- =
e :
- =
= s [17 DT RT DT D7 Ta 67 Ts 7 l u CONNECTED MODEL L i, p'. SPRINGS FOR SYSTEMS 1 AND 2 ARE BASED ON SUBGRAD' i ~ 1 MODULUS OF 4,000 KCF PRELOAD EFFECT = SYSTEM 1 LOADS - SYSTEM.21.OADS I MIDLAND UraTS 1 f@ 2 j , NflCPftESDfTATION 3/I'.i",2 I 01 Rad.t an
c a ~7 .d- ~ SERVICE WATER PUMP STRUCTURE ~ ~ OBE ACCELERATIONS m N EL 656'-0" 4.775 = N-S EARTHQUAKE EL 634'-6" 4.031 MODE NO. 2 -50% MEAN SOIL MODULUS .s EL 620'-0" 3.513 I l c l i EL 605'-0" 2.937 ACCELERATIONS ARE EL 589'-6" 2.308 f N PRESD 5 ftS2 S f 88418f
p q R. ~ j ~ SERVICE WATER eU_MP STRUCTURE FINITE ELEMENT MODEL g. l NORTH WALL d C ti C 'l i lib < B B B B M> /\\ / /N \\ N/' N \\/ 9 1 1 0 l 1 i
l 1 ^ t lI l SERVICE WATER PUMP STRUCTURE i FINITE ELEMENT MODEL m. i NORTH WALL (MAIN STRUCTURE) 5 L .I 6 I e Iif I e 0 e ll
===- l-l l
~ I r l' ~ 3 a SERVICE WATER PUMP STRUCTURE 6' FINITE ELEMENT MODEL i 5'-O" MAT - EL 592'-O" I / N l i CO l CD j i + I l ? i / \\ / \\ i I l I S? 3/ 5/42 &lG441L;
c ~ 9 p SERVICN WATER PUMP STRUCTURE-0 FINITE ELEMENT MODEL 3'-O" SLAB - EL Of205-0" + e e 4 G-1584 854 h j
3 .i. n 3 21 -l SERVICE WATER PUMP STRUCTURE j FINITE ELEMENT MODEL m TRANSVERSE WALL - OPERATING. 3 ROOM LEVEL o;j B i1 l I i i F # " i m" h " L ..... 3 l i
067486 ($ N i a n h ga u g om ngd Ym SO d hE "k N =>N h}s $2k weh mm E ag 0 $ 10 0 43 W= 4 4 mW3 S 9D3 @2& ) w-ME f, i js l d I! ll
3i SERVICE WATER PUMP STRUCTURE !4 FINITE ELEMENT MODEL PIPE E Il ~ ~ SUPPORT. s { { \\ m -coa.sreucnoo conomou r 4 l ~ l M l / r 1 N / /. /< / i \\ /, ~ N UMP STRUCTURE jo FINITE ELEMENT MODEL J SOUTH WALL scr an i O ~ CO CD } .-m.. r*ar mm 6 I i M i 1 l J, F --.__a l MIDt.AtJO tNilTS I M.'O 2 I;FICPitESEt4TATlotl 3/16/a2 i-1504 161 M
SERVICE WATER PUMP STRUCTURE i FINITE ELEMENT MODEL ~ t ROOF SL.AB - EL G585-0" Aer 349 ~ . _,... m CD cr> l 4 l 5 l e e 9 l M f M i L l i l i i j g L, i MIDtAND tNTS 1 AND 2 I NRCPfESENTATION 3/15/82 01E84152 e.
es sa e M-w.67488 O + %-m N M R m O. i 3 W C 5 y @C 7_ _ m C 4* 3 DWg L L ?\\ cc ) i 1-- O E: l Og, 4 i i \\ c-r g m,g I ag so l 1 a mw n i W J nd i 1 kW5 } l
- i h$@
l ,; / ma t 9 E =s >b e e att /
- s m
g .= W E 18 0, d 0 li ) __-x________
l '7' a. o SERVICE WATER PUMP STRUCTURE FINITE ELEMENT MODEL PHPE ser 3 # SUPPORT g l ! p 1 cn 1 } / / N 'N a I / \\ 4' /s N Nf PfESE i TION 316/82 G 15841G2
s ,GB7488 i 5 l %g E i A 3 q 'I y T u I $E e g =3 ) n O q-]3 O i m i cc w { H Ub >=3 a e)c. y E b, o D3 g O. %e cb %r,aE W "" g w 0 b. a w m-V) L / s .). ~n a ) =W $E o m o * *9 9
- O * "
I f. SERVICE WATER 8tRUCTURE F~ y
- i SETTLEMENT M/.MER
~
- 1 l
LOCAT9@?d8 a 9' .i ( is h y 1 y _o
- a 1
OPERMANENT BENCHMARK ~ 1
- --------** SETTLEMENT DARKER L
CIRCULATING ' WATER STRUCTURE- 'O SERVICEV/ATER O PUMP STRUCTURE f l 6: te -) COOLING POND (m2002 tJMTS I NED.2 I
t 06748S T o.- 4 a 40 1 } 4 <g g-i 4 C J:N E.I. ! g:9 c. a-D9 (C te c (W*) m c" e, 4 cm. t s .f..., fk CD
- 1 C3 o,
M [?J r C 3- >@3 C3. Cii -l > ci ua s ..e N.T M MM DM
- 'ii
\\ q .,0; ' Q*G 1 sa: gg X 5g Tl q.
- g.
5 53 j O m) ?3. G <a e cl g.. et p, g: l GJ
- f. &
O
- d
-b G J D 4 af e( c,q n, - 4 h C:n JJ g C l, <tg 7,,. 6 tcc GJ .c - x .:.T..I,: -.. e...1-M.? ] 5 Z j N i i,WL h I 'E l 4. s.A b m m s ( c DQ y SL 1
- 3 Tc 5[
scal i lq Cl
- 1l$
b l i O 'ns;8 225 i a l l > j i.: .? d' ,' o /, N Y L L / i d t G b NE. ' - e
l 0
- b. N_ *
- N OR?
WO.'00NkRQ IOWOG R, y ,067486 t pu u d t
- ' fHAMMER ST0f sv c i
14 I g y 1 lll k 1 g 4 11 1 'l 3 'm =c i -b .}O'LDS CRCPHAMnat) t l I ~ ) tL { o 1 6 e. I ? s tt 8
- '2'R.cc y
O 'N \\ g .CAUV2 HSAC i i t f ROC ~N couruM& l -1: i I I 4 m 9 O'CCN/ CAL DRJV2PCVN7" ' S K.E 7 0 H C)= ~ ~ DYNAMIC CONE PENETROMETER ~ * * - *". t y =.. -* %.e, empe** ger=y,wpgh wq - 7
f i 567$86 i 43 e 1 ~. 4 Jp A J / o',, .... l l.. ? ,E,M,EC_TWZ._,.f. g ,g % ' {i { o I n rws.usw :.; 2,#, A,. .r-M. .ij.;
- .i.
m . i 4.i J.: .., W. f. .i ..I
- D,,y
..c,,. f. ~ q., .. a. .. ~ i }* g. !q;:.i;; i.;, j. i%p:i:y. g7
- q U d[
_ser::WN.gf
- .!r -
.. [.. < j, s ~ a a .a a a ......... REl.ATvM.. beGg.... 4... J. j hits 81'4 %32A WN-thCAS..btA.4 ; Cbc;t$t.#g,.... ;.i...,
- .4,,.,
rien !j[; g hmu.m 3rmaca s.a.;mys tadj~ ;. ;,dd U ' idid.j - G :i. ! ! ' ;..i 3 iti j h.i yi!.j -E.: . '... ' !.f..J. beA cess + w:ct:, asv)i... d!;i.... .. 4.. t.q.1.$; ' ji,i . i.,.. t 4 . t.
- .,.t g
i .._........ _....,. ; j p..p. + ; a..:; 3 ; j. ...t.- e 1-'J-j.. 379.t.;.,..-s.:.ji..:. CO .s ..y 1. i{!. t t. . 7.: {. '..' [;. +g T 8 i . *. l .-[ ..... i I. = i.. .g*3{44.j { l ..'.i I Y ' ,.i,t i ..,.,...'.i.i:. g 1 [ .t..i, l .. 3D ].. . p l J.a. .l..j4i2 ..._............-g_......,. [.....i f...... j I',j.t l..i.;, ..t.. .,n I
- g..
.;,i2i.! i i ii .1 3.,:.l l i.;..ol:. l .i... .}, .. *i., e .w g
- .a
[.. i. g. f e. :tli.it.isj;i11.;. i ,.i.. g g .:jit
- is L. p;.
ii. i i [ i.
- g.. a.. ; i.. 4 4.,t..:.4 1.,; ;y.6 ;.:
...,.g. .L... aii
- g... -.
.l_. p. ... s J j. } l [ s..ji j.a.4.i.:...,i: ..'..i. .i,.i.
- a...: i.<
i t 6 ..;.. : i. .... s i e. .....i. O 3 e,. . i i i.i t. 4 : s t s t,. u 4,. f.. da ...!.r,i,! 4 i ' H.1. i.. i.l. 24L p... ..f ?. i 1 3 4t: i i. ..q,:.a'4.I.42+4...f i....l . 2. ! ,..6. i 4 4 t-1.m l.ei s.q. . :. i {.... .. i. i ,.. b.... r_.... ...i .t jL .i . e i
- _ o j
i '.j4i. . j a. l.I..
- i...;...
q.. 8,. 2 i. t j.. .i. .M.. ..l q f. , j _ q !,, ;......... I. .i. i is .. - s. i 4 ; t,.....i.
- i...
i.. .-.... t. 4 1. ;i.1.: . ; i.... 1 ,.:...i: i.: i..i 4.
- 4. _4.. ::. :.
_.. S. I - I. 3 i ... I,. i. u : a ;,.4 .i.!.;..!,.: .......i g ..;e. 4
- ......l...
..i !,, .i i.i....... o } i..:. :,. ;, i.,.. t i i. 4 4 1..ii... ,/. ;....;
- .i.i. 2
- ,
i ....;! }i... .i.! l ",. a. ...;.. :... l..' !. .,... 2 , a.L...i g., *.,... I o .. /W ~ '. MS... ..,.. i..: ' 3ib ' j ::.[:.' '.. !. :. *..... i, .3o ' i 1 ..;.; ; i l.. . b........,...... @[.. .t 3.. : i . Cr..** 6.%;. :.p hi :..4.;. ;..h.
- 4.,..
sTacmeT'as M-ens /.. .h!y;.; .i. .4 1. :...:. .i , ; i,- 1...... t 4..... _. i . 1... i. {__
1 .067486. Job 7220 i THE DYNAMIC COME PENETROMETER 1 A penetrometer is a device forced into the soil to measure its resistance to. vertical penetration. In a dynamic pene-tration test, the penetrometer is driven into the soil by a hammer or falling weight. Soil penetrometers are used for -qualitative measurements of relative density of cohesionless soils or consistency of cohesive soils. Penetrometers have been designed to give' qualitative measurements of soil penetration resistance for correlation with soil physical properties-such as relative density, unconfined compressive strength or shear strength, bearing value, or safe soil pressure. Dynamic Resistance - The oldest and simplest form of soil penetrometers consists of driving a _ rod into the ground by repeated blows of a hammer. The penetration of the rod for a.given number of blows with a hammer of constant weight and drop, or the number of blows required per foot penetration of a rod, may be used as an index of penetration resistance and correlated dire:tly with local foundation experience. The numerical value of this index depends not only on the nature of the soil but also on the diameter, length, and weight of the rod in relation to the weight and drop of the hammer. Cone penetration tests were developed as an easy and quick method for determining the approximate shearing resistance of noncohesive soils. The dynamic cone penetrometer con-sists of a 60-degree cone of steel attached to a section of rod. The rod is driven into the ground with a 10-pound drop hammer. The hammer is raised and allowed to fall a distance of 24 iaches. The 60-degree cone is 1-1/8 inch in diameter. The diameter of the rod is smaller than that of the conical drive point, and short sections of rods are joined by couplings. This arrangement helps to reduce fricticn and . permits use of a drive point and rod of smaller dimensions. When' representative samples are desired of a certain strata, the drive point can be replaced with a small drive sampler. The weight of the entire equipment is about 25 pounds. The soil around and below the cone is slightly disturbed as the test progresses; therefore, the penetration does not corres-l pond directly to the shearing resistance of the undisturbed soil. The penetration will also depend to scme extent on the speed with which the cone is pushed into the soil. Despite these shortcomings, the cone penetrometer may be used advantageously in many soil investigations and i_s easier to perform than other more complicated field tests. !~ e i l 3. - m..<..,. v_. -. +.. -~
~..
II 067486 Variations in cone penetrometer resistance may indicate dissimilar soil layers and the numerical values of these resistances permit an estimation of some of the physical properties of the strata. The penetrometer can therefore be considered a method of both exploration and field testing. The advantages and limitations of this method may be summa-rized as follows. When the resistance to penetration is properly determined, the profiles obtained generally furnish consistent data on the depths of the different soil strata, but misleading results can also be obtained when the soil containt gravel and boulders. Profiles of continuous penetration resistance may indicate the presence of a thin layer which often remains _ unobserved in boring operations, but the strata encountered cannot be definitely identified by resistance to penetration alone. The cone penetrometer method is generally faster and less expensive than other more complicated methods. Resistance to penetration profiles also indicates the con-sistency of cohesive soils and the compzetness er relative l density of cohesionless soils in situ. This infor=stion is valuable when undisturbed samples are difficult to obtain, as in saturated cohesionless soils, when many tests are required, or testing time is a factor. Generally, small and large areas can be explored rapidly and ecqnemically by [ penetrometer methods, especially when the depth of e::plora-tion is moderate and the soils are noncohesive. The results of the cone penetrometer test should be used as indicators only. In comparing allowable bearing pressure with penetration resistance, the depth of confinement is critical in granular soil. Thus, correlations should be developed for each specific project. This correlation can Le developed by using the pressure meter, field density tests (sand cone or nuclear), or other methods so that a given blow count can be related to a specific soil property, such as density or modulus. 4 = : m f-._ m a ? 2 3
- .m
~ me. -sm mpw m,y.,p- ,, m, ,,m_,,,_.
067486 7, to Meeting Notes No. 1572 SERVICE WATER PUMP STRUCTURE ITEMS TO BE RESOLVED Rydraulie and Geotechnical Engineering Branch ? Items to be ?tsolved Date Due 1. Bearing stratum summary of procedures a. Maximun. thickness of lean concrete 04/15/82 b. Maximum elevation differential for pit of piers 2. Pier or plate load test procedure 04/01/S2 3.- NRC action - soil spring constants 03/26/82 (discussion held by talephone) 4. Strain monitoring criteria - matrix 04/15/82 5. NRC action - respond on construction dewatering-03/26/82 (concurrence received) 6. Drawings on strain monitoring and Carlson meters. 04/15/82 including locations and details l 7. NRC action - drawing on settlemant monitoring plans 03/26/82 (discussion held by telephone) 8. Monitoring matrix 04/15/82 9. Discussion of critical construction stages and criti- 04/15/32 cal measurements 10. Submittal of contingency plan and discussion of pos-04/08/82 sible remedial actions 11. Submittal of Q-listed operations 04/15/82 (general statenant of philosophy) 12. Suzzary submittal of specification or drawing notes to 04/08/82 cover frequancy for checking and adjusting jacking loads
- 13. Submittal of method to be followed for transfer of jacking load into permanent wall 04/15/82 14.
Provide decision on tunnel location prior to hearing 04/15/82
- 15. Add-deep-seated benchmarks on south side of SWPS 04/15/82 16.
Provide Calculations DQ-32.8(Q) and DQ-53(Q) (sliding 04/15/82 and lateral dynamic loading) 3/25/12 l l --.--.t.-~.-w m w
w t 067486 / iecachment 4 to v.eeting notes no. 1572 STRUCTURAL ENGINEERING BRANCH ITriS TO BE RESOL 7ED* 1. Recheck tendon anchor analysis for sheer at plate and wall. 2. Reevaluate use of drilled-in dowels regarding embednent or use of rock bolts. 3. Refine sliding csiculation to meet acceptance critaria using site-specific responsa spectra (SSRS) seicnic loads. 4. Complete the calculation for an empty forebay cell. 5. Determine maximum rebar stress in all elements of the base slab at el 620'. 6. Determine maximum rebar stress in elements adjacent to identified critical elements and othar areas of potential high stress. 7. Complete esiculations for out-of plana shaar. 8. Provide mere infornation as to stress condition for enisting parts of structure. a. Maximum stresses b. Critical combinationa Identify true critical elenents based on actual rebar. c. 9. Evaluate interaction of the SWPS with the circulating water pump structure and retaining vall. 10. Provide a comparison of loads due to the SSRS with loads due to 1.5 times the safe shutdown earthquake. 11. Items 1 through 10 will be resolved by submittal of corrected calculations.
- Due 4/15/82 l
3/25/12 1 [ *- -- - s -,- - - -...
1 e
- 067486
,n to Meetin;; Notes No.1572 PARAMETRIC AUXILIARY BUILDING ANALYSIS 1. Ec value - Same as ACI 318 (no reduction) 2. Steel in the slab - Restricted to the beams with shear studs 3. Reduced stiffness - Reduction of stiffness based on rebar and steel based on stud flexibility (use consarvative estimate) in cracked area. Initial crac[k: [C in shear, and Based on 2 to 3 ~ C [C 4 ' in tenolon 4. Total load - Live load need not be considered (whatever extr.ta :.uct be included). 5. Radiatribution - Ace'ounted for by the cracking of elenents. Caly if necessary, local yielding =ay be considered, pro-vided there is a valid cachanism to transfer load. 6. Acceptance criteria - 3ased on stress in rebar and effective steel section. 7. Refine =ent of analysis - More than two construction stages may be considered in.the analysis. 3/25/12 --a - - - m --. mew,, % g_.m. ._m s _..
f -067486 to Meeting llotes No. 1572 l AUZILIARY 3UILDING - ITZMS TO BE RESOLVED
- l j
l Phase 2A - Auxilicry Building i 1. Submit construction sequence and procedures 2. Delineate Phase 2A and 23 (by letter) 3. Update draving of monitoring matrix 4. Consumers Power Company consiement for nine deep-seated benchmarks plus two relative monitorin8 points 5. Install strain monitoring; monitor for Phase 2A and 23; tolerance provided for Phase III 6. Commit to load te'at pier for 1 3 times design 1 cad on an'inctalled pier or plate load test; identify piar 7. Submit measures for preventive action 8. Submit plans for localized devatering, including zons of influence of drawings, and sunmary of dewatering concept Phase 2B 1. Provide horizontal movement monitoring for Phase 2, and acceptance criterion before Phase 3 2. Complete parametric analysis of auxiliary building before Phase 3 3. Install all renaining instruments for Phase 2B 4. Install strain gages at el 659' slab, shear wall ne el 614', electri-cal penetration area wall connection to the control tower roof, and steel beam at el 659' 5. Increase frequency of readings for critical measurements for Phase 2B 6. Provide criteria for allowable differential settlement for the 2-inch pipe in the feedwater isolation valve pit if installation is intended during underpinning - 7. Provide a general statement on Quality Assurance philosophy 8. Analyze electrical penetration area assuming it loses support for part of vidth for entire length while E-8 is in place 9. Develop contingency plan for grouting of voids beneath turbine building mat
- Due date was discussed in a letter (Serial 16597, from J.W. Cook to R.R. Denton, 3/31/82) 3/25/12 t.=.
F Attcchmtat 7 to heating Notes No'. 1572 TABLE OF CALCULATIONS - SUPS 067486 rzuit DESIcx - S uuerout NUMBER DESCRIPTION DQ4(Q) Post Tensioning Ties DQ32(Q) Finite Ziement Model cf the underpinned SUPS DQ32.l(Q) Model Geometry DQ32.2(Q) Ele =ent Properties DQ32.3(Q) Normal Springs (FSAR Loading) DQ32.4(Q) Iong Term Loading Springs (Settlement) DQ32.4A(Q) Springs for Praload DQ32.5(Q) Short Tern Loading Springs (Sei: sic) DQ32.6(Q) Ioad Combinations DQ32.7(Q) Static Loadings DQ32.7A(Q) Construction Stage Loadings DQ32.7B(Q) Maintenance Condition Loading DQ32.8Q Dynamic Loading - Laterni Pressure DQ32.8A(Q) Revision of Mcss Matrix Format - Verification D032.8B(Q) Conversion of Additional Dead and Live Load to Mass (Verification) DQ32.8C(Q) Adds Desd Load and Live Load to h as Matrix - Verifiention DQ32.8D(Q) Evaluation of Rotational Sesimic Moments DQ32.8E(Q) Distribute Enclosed Water Mass to Structure - Verification DQ32.8F(Q) Add Water Mass to Mass Matrix - Verification 9 6 *- p w
TABLE OF CALCULATICITS - S'4FS FINAL DESIGN (CONT.) 067486 NUMBER DESCRI? TION DQ32.8G(Q) Application of Seismic Accalerations to ths Hass Matrix - Verification j DQ32.9(Q) Thermal Gradients DQ32.10(Q) Input for Critical El-=ent Screening Progra= DQ32.11(Q) Comparison of Two Sets of Seismic Data -i DQ32.12(Q) ACI 349 Load Combinatina and Prelliinary Screening (Varifiestion) 1 DQ32.13(Q) Response to Q.15 Load Cenbinations and Treliminary Scree nir; (Verification) DQ32.14(Q) FSAP.Ioad Combinations and Prelianiary Screening (Va:1ficatien) DQ32.15(Q) Final Screening - Verification DQ53(Q) Sliding Calculation (Final Seismic Forces) DQ54(Q) Analysis of Lower Base S1sh DQ55(Q) Design of Underpinning Wall DQ56(Q) Analysis of Columns and Bessa CE0 TECHNICAL CALCUIATIONS DQ32.3A(Q) Subgrade Modulus (Normal Springs) h G hm' ,....i
p7 p -MEETING;
SUMMARY
DISTRIBUTION Docket No(s): 50-329/330' OM, OL 'NRC/PDR Local PDR TIC /NSIC/ TERA- ~ l;' LB #4 'r/f: Attorney, OELD OIE' E. Adensam Project Manager D. Hood Licensing Assistant M. Duncan R. Hernan W. Paton NRC
Participants:
D. Hood J. Kane 'F.-Rinaldi H. Singh s-bec: Applicant'a Service List 4
00ilSuntBIS ( [, POW 8r sua u w C0mpany uma my uw.no proj.cc to s. issa, us.nd, ui 4as4o. (s173 sai asso February 15, U984 Mr John J Harrison, Chief Midland Section, Region III Nuclear Regulatory Conunission 799 Roosevelt Road Glen Ellyn, IL 60137 MIDLAND ENERGY CENTER CONSTRUCTION COMPLETION PROGRAM IMPLEMENTATION SUPPORT OF TUR3INE ROLL MILESTONE .,,.,.3 File: 0655 UFI: 99*08 SE.d_s1?nCSi60734.M v. . This is to advise you of Consumers Power Company desire and intent to proceed with that work necessary to support a Turbine Roll Test in mid-1984' and to reques-your, concurrence to same. Paragraph 4.5.4 (Special Procedures) of the Construction Completion Program (CCP) recognizes the desirability of allowing installation of specifig' items to support the turnover schedule pr'ior to full. release of an area for Phase.2 work. This paragraph further identifies in gen'eral those requirements that must be met to allow that work to proce'ed. It is c.learly the intent of consumers Power company to rigidly control this work to assure absolute compliance to the requirements of the CCP. During the week of February 6,1984, Consumers Power Company representatives met with you and Mr Cardner, and separately with the Site Resident Inspectors to, explain the details of the work to be done. The package of information attael , to thi's letter was used as the basis of those explanations. In summary. the package contains the following informations 1. General identification of plant systems involved. 2. Brief description of the turbine roll activity. 3. Scope of work described in level of effort, i.e., non-manual manhours for status assessment and QVP and craft manhours for Q and noh-Q work. Prerequisites to initiation of the work and control systems 'for execution I:. of the work. 3. Identification of modules in' which.affected syste=s are located., _t"* A* s ,.A
- tv er e.v e l l I-
{ Page 2 6. Commodity lists id'entifying the detailed portions of each affected system that requires status as'sessment and/or QVP. - 7 '. Marked-up system P& ids identifying exact portion of each system required. As has been identified to you in our meeting on this subject, portions of Q systems are required that are not located in nodules currently released to Consumez . by the,FRC. As indicated above, the attachment clearly identifies these modules. Considering the above, Consumers Power Company requests your concurrence to pursue the turbine roll milestone as described herein and requests the release of those portions of required. systems contained in modules not currently released that are required to support this milestone. 'Q~- m ~ CC: DSHood, Project Manaver-Midlan'd w/out attachment RJcook, Midland Resident Inspector w/out attachment JGKeppler, Regional Administrator, Region III v/out attachment o e,e e O t e \\ s b O e
CSM.- 0734 l BCC: SHHowell, M-ll80 JWCook, P26-336B f TABuczvinski, Midland JNLeech, P24-507 DFLewis, Bechtel DJVandeWalle, P24-6143 .... i l m, c, FCWilliams, IL&B, Washington, DC e GALov, P12-237A NRC Correspondence File, P24-517
- UFI, P24-517 BJWalraven, P24-517 Hearings File, P24-517 CMS, Midland RAWells, Midland Al Graber, LIS Reading Copy:(E24-505, Rotha Boroff)
DMBudzik RJErhardt LSGibson DTPerry g e, e ~ e O
- e e
U.----__.__._--.
UNIT 2 TURBINE ROLL MILESTONE e l 1 l CONSMIERS POWER COMPANY ~ February, 1984 M,4, I
TABLE OF CONTENTS I. Introduction 1. Goals 2. Key Systems Involved 3. Brief Description of Turbine Roll II. Scope of Work 1. Status Assessment / QVP Manhours 2. Construction lianhours III. Prerequisites and Controls 1. Training 2. Release of STOP-WORK Order 3. Method to Control the Work IV. Construction Completion Program (CCP) Activities 1. Status Assessment 2. Quality Verification Program V. Attachments 1. List of Scoping Drawings 2. System Module Reference 3. List of Commodities 4 CWP Sample 5. CWR Sample 6. Turbine Roll Schedule j l 1
~ I.- Intr:ducticn I. 1. Goals Consumers Power Company has established a goal of completing the Unit 2-Turbine Roll milestone in mid-1984, which would allow the following: A. Permit early identification and resolution of secondary plant problems. This activity will allow us to demonstrate the operability of a significant portion of secondary systems that normally would not be addressed until Hot Functional Testing. B. Complete a significant portion of Midland Plant testing activities during 1984. This will leave a smaller portion of 1 the work for 1985 and 1986 and allow resources to be levelized. A significant portion of Non-Q work can be completed, with a small amount of Q work. C. Provide positive impact on people towards a'chieving plant completion. 2. Key Systems Involved A. Main Steam B. Turbine & Auxiliaries Control & Stop Valves Lube Oil, EHC, H Seal Oil & Gas. Stator Water Cooling, 2 Steam Seals C. Condenser & Auxiliaries Air Ejectors D. Circulating Water & Auxiliaries E. Service Water for Secondary Plant Systems F. Feed Pump Turbines - No load test-uncoupled
^ G. Condensate Demineralizers H. Miscellaneous Plant Systems Plant Air, LP Boilers & Steam Distribution, Plant Demineralized Water, etc. 3. Brief Description of Turbine Roll The Turbine Roll of Midland Unit 2 is an event which will identify problems prior to Plant Hot Functional Tests (HFT). It will use temporary High Pressure Auxiliary Boilers to supply steam via the permanent plant piping. The goal of the Turbine Roll is to balance 4 the turbine, perform pre-synchronization checkout (including Main Turbine Generator Initial Roll Procedure. 2 TP-TGS.02), and then synchronize with a 20 to 30 MW, load for a short time. The method to accomplish the ac.tual Turbine Roll itself will almost exclusively use permanent in-plant equipment, with the exception of the steam supply. The Temporary High Pressure Boilers (OE-150A,B,C) will supply approximately 525,000 lbm/hr of steam at 900 psig and 570 F* (35 F* superheat). This steam is supplied to OEED-3 (Main Steam to PSS) and will flow back to OEBD-53 and 54. The line will be pressurized up to the Main Steam Isolation Valves (MSIV) on Unit 2 and up to the Main Steam Transfer Valves (MSTV) on Unit 1. From this point through to the condenser, all equipment will be ex-pected to function as it would during HFT. The flowpath is tl. rough the control and stop valves, the High Pressure Turbine, the Moisture Separator-Reheater, and to the Low Pressure Turbine (s). The turbine G >1
L. 3-exhaust will then proceed through LP feedwater heaters, through the drain cooler, and into the condenser. Finally, condensate is returned to the HP boilers by the condensate pumps using temporary jumpers into the PSS HP Condensate Return Line. In addition to this main flowpath, a considerable amount of other _. equipment must also be available. The full condenser and vacuum systems ~ are needed for. support, as is the circulating water system..The LP Aux-iliary Boilers will be needed to supply about 120,000 lbm/hr to various plant loads and about 100,000 lbm/hr to the HP Boiler Demerator.. Turbine Auxiliary Systems such as EHC, Lube Oil, Stator Water Cooling, H Seal and 2 Gas, and Steam Sealing must all be fully operable. l The actual process of initially rolling the turbine will involve tests at 100, 800, 1500 and 1800 rpm. The turbine will be tripped from 100, 800 and 1800 rpm, and the potential for a trip exists at any speed. While at 1800 rpm, the generator and exciter will be energized and synchronized. picking up a load of up to 20 MW, for a short time (provided other plant conditions allow) and then tripped. The two Feed Pump Turbines will be tested in an uncoupled mode as a part of the Turbine Roll evolution, but separately from the Main Turbine Unit. These tests will utilize many of the same systems utilized by the Main l Turbine. II. Scope of Work 1. Statur Assessment / QVP Manhours Status assessment and Quality Verification Program (QVP) work will be required in portions of seven modules to support the Unit 2 Turbine t 4 y ,m ,.m
~ . _4-Roll milestone. For status' assessment, only 6% of the estimated manhours are required for Turbine Roll; similarly, for QVP, only 3% of the esti-mated manhours are required for Turbine Roll. STATUS ASSESSMENT QVP A'. TOTAL ESTIMATE FOR 12,800 MH 58,000 MH-SEVEN MODULES B. TURBINE ROLL PORTIONS 750 MH 1,740 MH ONLY %f 6% 3% .2." Construction Manhours The scope of work-for the Unit 2 Turbine Roll milestone involves approximately 60,000 manhours to go of direct craft construction work, and is expected to take about three months to complete. Approximately 10-15% of this work will be on portions of the following "Q"-listed systems: S 1ABA-4 PTL Main Steam Pipe and Hangers 2ABA-1 Main Steam Supply and Drains 2ABA-2 Main Steam Supply and Drains (Main Steam p ggh Transfer Valves to Process Steam System) [b 2ABA-3 Steam Line to MSIV to Turbine Stops 2ABB-3 Main Steam Isolation Condenser and Atmospheric Dump Cooling Pond ' Emergency Pond ODEC -[L/Nk g OEAA Service Water Supply System Systems ODEC and OEAA have been turned over. The detailed scoping requirements for each of these systems is provided on drawings l P e e b- ~. -, ,r- - = - - - - - ~
listed in Attachment'#1. These seven "Q"-listed systems are located in sesca plant modules as shown on Attachment #2. III. Prerequisites and Controls 1. Training Lechtel Power Corporation has sufficient number of non-manual em ployees trained prior to beginning of "Q" status assessment and l manual employees prior to the start of "Q" work. Consumers Power i Company has sufficient number of certified Quality Control engineers to perform the Qualit/ Verification Program (QVP). 2. Release of STOP-WORK Order Consumers Power Company considers the current mechanical stop-work order as a restraint to start of mechanical status assessment and QVP as outlined in this request. 3. Method to Control the Work A. All "Q" work will be status assessed per FPG 7.500 and FPG 9.910 and quality verified per existing procedures. Commodity lists, CWPs, CWRs and punchlists will be developed to reflect quality and construction status. The results of these actions will be t subject to C10 and management review and approvals. B. All work will be controlled by Construction Work Plan (CWP) for the pre-turnover work or Contractors Work Request (CWR) for post-turnover work, see Attachments #4 and #5, as described in existing Procedures FPG 7.300 FPG 7.500. FPG 9.900, FPG 9.910 and FlT 1.100. 1 FPG 7.300 - Construction Work Plan FPG 7.500 - Area Release for Construction FPG 9.900 - Punchlist Development FPG 9.910 - Area Status Assessment FIT 1.'100 - Contractor Work Request
The Construction Work Plan (CWP), Section 4B, and the Construc-tion General. Services Organization (CGS 0) Work Control Form per 2 FPO 2.102, Section 3, identify rendering or not rend.ering "Q" items inaccessable. It is the intent that no future "Q" iter.s will be rendered inaccessable for status assessment or Quality-Verification. C. Quality Work Plan (QWP) Inspections and hold points will be controlled by the applicable Project Quality Control Instruction, as well as the Quality Work Package (QWP), for pre-turnover work and CWR, for post-turnover work. Use of QWPs and CWRs is described in Procedures T-3 and l M-3.3 2 FPO 2.102 - CGSO Work Control Form 3 T-3 - Control Release and Handling for Construction Work Plans (CWP) and Quality Work Packages (QWP)~ M-3 - Processing of Corrective Action Requests and Contractors Uork Requests a _.A
_7_ IV. Construction Completion ProgYam (CCP) Activities All aspects of work.will be performed in accordance with the CCP. Consumers Power Complany is, however, requesting the ability to utilize the system priority release provisions of the existing CCP related I procedures. l. Status Assessment All "Q" commcdities as indicated in Attachments #3 and #3A will be status assessed by field engineers per FPG 7.500 and FPG 9.910.4 As a result of status assessment, all work to go will be punchlisted. CWPs or CWRs will be written in accordance with field procedures, FPG 7.300 and FIT 1.100.5 NCRs will be written as required. 2. Quality Verification Program (QVP) MPQAD will determine the status of all open and closed irs and per-form reinspection as required. Quality Verification Program is required in Module 800 (Service Water Structure) on turned over Systems OEAA (Service Water Supply) and ODEC (Cooling Pond - Emergency Pond) prior to flooding of the bays. The commodity list in Attachment #3A indicates those portions of the systems that will be under water after flooding the bays to j support Technical Department Testing in March 1984. 4 FPG 7.500 - Area Release for Construction FPG 9.910 - Area Status Assessment j FPG 7.300 - Construction Work Plan FIT 1.100 - Contractors Work Request,
ATTACHMENT 1 LIST OF DRAWINGS 1. M 418-A Service Water Cooling Tower and Pump Structurc l 2. M 418-B Service Water Cooling Tower and Pump Structure U1 & 2 3. H 660-1 High Steam to Evaporator Building l 4. H 631-2 Main Steam & Turbine Steam Aux. & Turbine Building U1 5. H 631-3 Main Steam & Turbine Steam Aux. & Turbine Building U1 l l 6. H 632-2 Main Steam Turbine Steam Aux. & Turbine Building U2 ?. H 632-3 Main Steam Turbine Steam Aux. & Turbine Building U2 l l t b e G _____________.________.__m_____
ATTACHMENT 2 SYSTEM MODULE REFERENCE SYSTEM J lABA-4 2ABA-1 2ABA-2 2ABA-3 2ABB-3 ODEC OEAA MODULE 180 X X X X 200 X X 420 X f 430 X 620 X 630 X 800 X X ) Ncv I MODULE LOCATIONS 180 Turbine Building Elev. 704' and above 200 Control Tower and Electrical Penetrations 420 Turbine Building Elev. 634'6" 430 Turbine Building Unit 2 - Elev. 659' 620 Turbine Building Elev. 634'6" 630 Turbine Building Unit 1 - Elev. 659' 800 Service Water Pump House
ATTACHMENT 3 SYSTEM 1ABA-4 KTATUS ASSESSMSNT AND QVP MODULE COMMODITY 200 620 630 WHIP RESTRAINT 2 6 4 SYSTEM 2ABA-1 STAT'uS ASSESSMENT AND QVP COMMODITY MODULE 6 RELIEF VALVES 2PSV3209 A & B 180 2PSV3208 A & B 180 2PSv3207_A & B 180 8 HANGERS 2-632-2-12 2-632-3-11 180 2-632-2-13 2-632-3-12 180 2-632-2-15 2-632-J-14 180 2-632-2-30 2-632 3-16 180 SYSTEM 2ABA-2 STATUS ASSESSMENT & QVP MODULE COMMODITY 180 WHIP RESTRAINTS 3 SYSTEM 2ABA-3 STATUS ASSESSMENT AND QVP COMMODITY MODULES MECH 180 200 420 430 LG PIPE L/F 64 6 SM PIPE L/F 4 LG HANGER 1 SM HANGER 0 LG VALVE 2 SM VALVE 4 LG WELDS 27 2 WHIP RESTRAINTS 4 4 4 ANCHORS
- 2
~ m _..ma.
v ATIACEMENT 3A SYSTEM 2ABB-3 STATUS ASSESSMENT AND QVP COMMODITY MODULE 2 VALVES 2XV3211 A & B 180 SYSTEM ODEC STATUS ASSESSMENT AND QVP COMMODITY MODULE 4 HANGEks 800 30-OHBC-34-H-1 800 30-OHBC-16-H-19 800 30-OHBC-33-H-3 800 30-OHBC-20-H-20 800' l SYSTEM OEAA QVP ONLY COMMODITY QUANTITY MODULE LG PIPE L/F 72 800 SM PIPE L/F 10 800 PUMPS 5 800 HANGERS 8 800 DIP TUBES 6 800 SLUICE GATE 6 800 LEVEL ELEMENT 4 800 ~ TEMP. ELEMENT 1 800 CABLES 4 800 e __________]
ATTACHMEftT D CONSTRUCTION WORK PLAN P.,.,",, ~ v. CIVIL ELECT. WECH. 19687R. TEAM SYS/ AREA DISC PLAN ho. @l I I I LJ_J l I @ IB - OHBEJ M lS r. 3 @ Ql 1 NON-Q . Q-INTERFACE I l @ AREA RELEA8ED/REL. NO. WORK WILL NOT RENDER ANY Q ITEMS INACCESSIBLE @ R WORK MAY RENDER Q ITEMS INACCESSasLE-SEE ATTACHhENT E buX-ELEY. M ROOM IM @ LOCATION: SLDO. @ PUNCHLIST ITEM NO.(S) H DI"o1 -If-o27 H o 37 @ MLCS IDENTITY NO/S @ DESCRIPTION NanQeN Skeith M O-607 -If-Q1 Call fog h 8' C \\en.Ranco be-YR)e e n Olpe and Rs'se.n ch mf... J-aet;ust be clamo 4e h o ld 4He
- /lb " o lea. Ao. n c.4.
c.s s ho en 'Y 4he hanaeR sheic.h @ WELD PAPERS REQ'D./ TYPE @ PACKAGE DOC.: @ DRILL PERMITS g UNIQUE MATERIAL NA LOCATION OR P.O. O - 607 t 5 a *7 N Pr @ MLCS STATUS UP-DATE DESTATUS REQUIRED 7 YES _ NO STATUS UP-DATE COMPLETE YES_ NO _ @CWR NO A Authorization e l @ NAM OUALITY REP. FIELD ENQlNEER DATE TEAM SUPV.tLD. DISC. SUPT. ATE CPCO DATE @ CWP Accepted by: g CWP Returned / Reason Verification roREMAN DATE wEtDewa Ewei=EER DATE O O GENERAL FOREMAN DATE FIELD ENGINEER DATE 7 O O - DATE 9 E SUPEftNTEMOENT DATE TEAM QUAUTY REP. @ R ws.in
- w n.>te==
z o
~ ~ CONTRACTORS WORK REQUEST JOB 7220 MIDLAND UNIT 1 & 2 Q HEC. /M M/A CATEGORY UNIT SYSTEM DISC SERI AL NO. 'DATE ~OI
- SECTION I DESCRIPTION OF WORK
- CPCo Reference Ram g A n, r /,M k., o, M2., ~.(Gld X-il).7 "o n'c o - /4 ano
- c. e
_ 0 He n - 6 /2 A m Y OHc n. ./ snonds 2"oHen.nl 351 !E[Wl= is %,, Aewee. (0MEC ) h)$r k h 'v'ln,_.a ed -f a &:oIa+a LL, %<, e J_ nm %_, i+e-ohEF. " Required Isolation (Note applicable valves and/or breaker nos. and position) References OUTAGE RETEST ORIGINATOR QPROGRAM CATEGORY MILESTONE REQUIRED REQUIRED Y A b CPCJ BECHTEL Q LIST NON41 YES NO YES NO
- Originator I D **
J b YN_d_. Date !"M U *CWR Due Date
- - Y-[ /
'TE/FE Disc. Supv. Date
- PS/ PTS Date l
SECTION 11 ACCEPTANCE OF WORK Bechte! "Q" Program V Work Request Accepted By X Date -/' Work Assigned To A 8 NI 8 BPC OC Engineer if Not Accepted, Reason Werk Scheduled To Start. Date 2- ##
- N b
- r'r d II* l7~ 8 Y. EtC. 8Mr** Ned //A) M N d
% -_r b Scope Out-of scope Cost Code SECTION lli. AUTHORIZATION TO START WORK V
- 1. Permission to start limited work i
e_ w ~ CPCo Representative Date j
- 2. Safety Tags Placed System out of. service CPCo Representative Date arTagiClearance Order SECTION IV CONSTRUCTION Safety Tags installed Date Construction OC Complete
. Date Attachments Construction Complete Date Construction Complete Date Safety Tags Removed Date CGSO CWR Coordinator Date 'SECTION V COMPLETION REVIEW Work completed satisfactorily and accepted / safety tags cleared Retest Complete TE': Date Completion Review Signature Precedure No. & Steps: TE/FE: Date PS/ PTS Date NOTE: For Category 1. Originating organization shall fill in only items designated by an asterisk (*:. o ne ron u.........
Attachtnent SA CcSO WORK CONTROL FP0 - 2.102 Rev 1 CWR S/U SYSTEM-BLDG. Work on the above CWR may proceed. In approving this work, the following coints have been taken into consideration: g
- 1. Total scope of work is:
~ a) B & W b) Zack c) Field Soils d) Other g (If answer is a, b or c, disregard questions 2, and 4 through 10.) h
- 2. Does this work involve a DCP in one of the following buildings:
l[YES] ~~] _ NO a. Auxiliary Building c. Service Water Building b b. Containment Buildings d. Diesel Generato:; Building
- 3. a.
Imple' mentation of CWR will not render any Q items g inaccessible. b. Work may render Q items inaccessible (refer to CWR Accessibility Notification Sheet)
- 4. Is there any possible Q interface? This includes such items as:
1 YES I l NO l a. Non-Q terminations in a Q cabinet. l l l l b. Attaching a Non-Q hanger to a Q wall or Q steel. g l l l c. Pressure testing against a Q valve. g g l d. Temporary support from an existing Q installation. e. Covering of an existing Q component. l I I g f. Removing coating from an existing Q component. l l l g. Other I i I I I L _Sg L N0j YE g
- 5. Is the actual ccaponent to be worked on Q?
j Following anal 7 sis, including questions 6 and 7, is required for Q components only: } Reg'd Drawings S/U System T/0 Date f Dvg. Rev. at T/O Current Dvg. Rev. g _ ns s ifV \\ V \\ s L M\\ \\\\ ' 3r
- 6. Is the current drawing rev. different than the drawing rev. at turnover? l YIS l
~ j~ IiO l,
- 7. Does the current drawing rev. change the design configuration from the l YES I l NO I drawing rev. at turnover for the specific commodity being worked?
Following analysis is to be performed by CPCo Test Engineer: g N
- 8. By review of the Master Punchlist, does this work impact an open
,q NCR or QC Inspection Record? l YES_I L_N_0_j g
- If all of the above ansvers are NO, work may proceed without comment or restriction.
- If the ansvers to questions 2 and 5 are YES, work may proceed if required to support B&W, Zack or Field Soils work.
- Work may only proceed af ter careful review, and is subject to the comments and restrictions, as follows:
Comments and Restrictions:
- 9. Welding documentation required? PW-100. WR-22, WR-4, PIV-100 1 YI_S]
l_ N_0] ~~ ~
- 10. Does this CWR affect preparation of ASME Section III N-5 Code Data 1_YES]
l_ 0] Reports? (FPM 5.000) Originator Date test CGSO Supv. Date CPCo TE Data CPCo Tech. Supt. Date (or CPCo Section Head) If work is Q or Non-Q with a Q interface, MPQAD'preinspection determination is required. Pre-inspection completed / cot required (circle one). MFQAD Rep. Date (F1-SB) Rev. 7 (10-17-83)
~ ~ E G, ( Attachment SB FPO-2.102 C' Rev. 1 Page 1 of 1 CWR ACCESSIBILITY NOTIFICATION SHEET C CWR 1 A. Description of Q commodities that may be rendered inaccessible j ~ as a result of this CWR work. C COMMODITY QCIR STATUS OPEN/ CLOSED g. g. 1 L C ( _\\Ps <r[ B. Sketch (: C (.. C jC. C. NCR's initiated as a, result of verification inspection on above commodities L ~ F. D-160-3 L- \\ -}}