ML20248C129

Rev 0 to Calculation 52091-C-009, Monticello Unit 1,Block Wall Rounding Evaluation

ML20248C129
Person / Time
Site:	Monticello
Issue date:	03/16/1995
From:	EQE ENGINEERING CONSULTANTS (FORMERLY EQE ENGINEERING
To:
Shared Package
ML20248C136	List: ML20248C129 ML20248C167 ML20248C197 ML20248C213 ML20248C219 ML20248C230 ML20248C244 ML20248C265 ML20248C273 ML20248C292 ML20248C295 ML20248E336
References
52091-C-009, 52091-C-009-R00, 52091-C-9, 52091-C-9-R, NUDOCS 9806020069
Download: ML20248C129 (61)

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Y .. EG INTERNNIONAL, .g,. 9 (? SHEET NO. I I (P'- JOB NO. Sto*' t JOB tJSP-Mo M teMe N - BY M DATE S *N -W 3 "II ~D CALC. NO. B-Oo A SUBJECT h $1 Wht CHK'D MP DATE l l TABLE OF REVISIONS Revision Qalg Description 1 i O 3 tto-% Original issue j I l l I l t t%J l I l l h l { 2HD 2894wevel l

M EQE MERNADONAL ? (~} SHEET NO. 5 Usi JOB NO. 510*H JOB N - N Mcche WwKD-BY h DATE 4-W4& CALC NO. 6o oS SUBJECT h etWu CHK'D N DATE N-U TABLE OF CONTENTS subiect Eant Calculation Cover Sheet 1 Table of Revisions 2 Table of Contents 3 l References 4 l Objective 7 Summary 7 7 Technical Approach 8 (d Parametric Comparison 10 Block Walls Selected For Bounding Evaluation 12 Wall Properties atid Acceptance Criteria, Non-Shielding Walls 13 Wall Properties and Acceptance Criteria, Radiation Shielding Walls 15 Wall D105, Diesel Generator Building 18 l Wall C105, Control Building 23 Wall C110, Control Building 30 l Wall 243, Reactor Building 34 Wall T109, Turbine Building 43 East Wall, Diesel Fire Pumphouse 52 p g_g.g O %ete %r D.% 0+b!$% b+A34d S1ptM N\\ M40t < MS A b Y@ 2HD 289hwevel l E- ---

eet ,41, EQE INTERNATIONAL i SHEET NO. * /Ol' q '"'""'""^' JOB NO. St,0%i JOB UGP -he Ac au M" BY h DATE 64444 CALC. NO. C-o0 6 SUMECT het h CHK'D W DATE M *TV 8 REFERENCES 1. EOE Engineering Consultants, " Project Pian, Support of Montice'lo and Prairie Island IPEEE," Document No. 52091-P-001, Revision O. 2. " Report on the Re-Evaluation of Concrete Masonry Walls at the Monticello Nuclear Generating Plant for Northern States Power," Bechtel Power { l Corporation, Nawmber 1980. DSS Sequence No. RFM-OOO31. 3. EOE Engineering Consultants, "Monticello Unit 1, Block Wall Walkdown," Calculation No. 52091-C-OO6, Revision O. 4. Electric Power Research Institute, "A Methodology for Assessment of Nuclear Power Plant Seismic Margin (Revision 1)," ERPI NP-6041-SL, Revision 1, August 1991. 1 ( 5. Hashimoto, P.S., et al, " Review of Structure Damping Values for Elastic i Seismic Analysis of Nuclear Power Plants," prepared for the U.S. Nuclear Regulatory Commission, NUREG/CR-6011, March 1993. 6. " Standard Review Plan for the Review of Safety Analysis Reports for Nuclear Power Plants," U.S. Nuclear Regulatory Commission, NUREG-0800. l 7. " Building Code Requirements for Masonry Structures (ACI 530-88/ASCE 5-

88) and Specifications for Masonry Structures (ACE 530.1-88/ASCE 6 88),

American Concrete Institute and American Society of Civil Engineers, AACI 530-88/ASCE 5-88,1988. 8. " Specification for Concrete Block Masonry for the Monticello Nuclear f Generating Plant - Unit 1," prepared by Bechtel Corporation for General Electric Company, Specification SS28-C-56, DSS Sequence No. KDL-12533. l 9. " Specification for Hollow Load-Bearing Concrete Masonry Units," American Society of Testing Materials, ASTM C90-64T,1964. l 10. Uniform Buildino Code.1991 Edition, International Conference of Building Officials,1991. L 2HD 2894wevel I 1 l

EQE MERNATIONAL SHEET NO. S/41 ' ' " ~ " " ^ ' JOB NO. _5'te% JOB USR-RMNhn TPAT K BY D DATE 4-W-% CALC. NO. C-e O S SUBJECT h tL UMk CHK'D W DATE M-H 11. " Specification for Furnishing, Delivery and Erection of Concrete Masonry for i Radiation Shielding for the Monticello Nuclear Generating Plant - Unit 1," prepared by Bechtel Corporation for General Electric Company, Specification 5828-C-49. 12. " Report on the Re-Evaluation of Concrete Masonry Walls at the Monticello Nuclear Generating Plant for Northern States Power," Bechtel Power Corporation, November 1980. DSS Sequence No. RFM-00031. 13. Roark, R.J. and W.C. Young, Formulas For Stress and Strain, Fifth Edition, McGraw-Hill Book Company,1975. 14. Schneider, R.R. and W.L. Dickey, Reinforced Masonry Desian, Prentice-Hall Inc., Englewood Cliffs, New Jersey,1980. p 15. " Generic implementation Procedure (GIP) for Seismic Verification of Nuclear 'd Plant Equipment," Revision 2, Seismic Qualification Utility Group, June 1991. 16. Newmark, N.M. and W.J. Hall, " Development of Criteria For Seismic Review of Selected Nuclear Power Plants," prepared for U.S. Nuclear Regulatory l Commission, NUREG/CR-0098, May 1978. 17. EQE Engineering Consultants, " Reactor Building Deterministic SSI Analysis for R.G.1.60 Design Spectrum," Calculation No. 52091.03-C-007, Revision O. 18. EQE Engineering Consultants, "Monticello Unit 1, Electrical Equipment l Anchorage Screening Based on Design Basis Evaluation," Calculation No. 52091-C-010, Revision O. C,-LW 19. Structural drawings, C-19, C-435, C-2019 20. FOE Engineering Consultants, " Soil-Structure Interaction Analysis for the ( 't,ntrol Building," Calculation No. 52091-C-004, Revision O. i 2HD 289/bwevel

E EQE MErNATOv1 (g'd.; .j SHEET NO. k/01. V JOB NO. SttA\\ JOB ULP-MerM cdo "lkTHE BY h DATE 4'WM CALC. NO C-oCA SUBJECT Dneb A h CHKD DSP DATE N'Ti 21. Iblevins, R.D., Formulas For Natural Freauency and Mcde Shane, Robert E. Krieger Publishing Company, Malabar, Florida,1986. 22. Arr.rhein, J.E., Beinforced Masonry Enoineerina Handbook, Masonry Institute of America, Los Angeles, California,1992. 23. EQE Engineering Consultants, " Soil-Structure Interaction Analysis of Monticello Nuclear Generation Plant Reactor and Turbine Bu;ldings," Revision 1, Report No. 52091.03-R-001. I O sc)L %. No ~ i M ksocJuk.s, <*..h " h6n 4ppo e 'k. -l'e EA. h. w : e. t u t r e. w N e d % u e g s % w. m e.s % %, ' y w e d i-is. w 44 c howe %Jer-1.exh%w s-v4 tJe-7&W J J tse voe% 6% 2-st M i V 1 l lG' 2HD 289/bweval

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\\ SHEET NO. "7IDI-m JOB NO. 51b%t JOB tJQT - ho hho N BY h DATE 4-l&N CALC. NO. GEOS SUBJECT b ek. hs CHK'D W DATE YN OBJECTIVE l l The objective of this calculation is to review block walls supporting or adjacent to l essential equipment components and to screen out walls that are seismically adequate from further detailed evaluation. This screening follows the approach in Reference 1. Safety-related block walls have previously been evaluated against the design basis earthquake in Reference 2. As noted in Reference 3, a subset of these block walls were reviewed in a walkdown. Based on the walkdown, certain walls were screened from further review, such as those whose failure will not damage essential equipment considered in the scismic IPEEE. The remaining walls that were not screened out in the walkdown (Reference 3) are evaluated in this calculation. These walls are as follows: Wall Nos. 210,219,222,223,226,242,243,307, 321,401,403, 620, C105, C107, C110, D105, T109, T322, and the walls enclosing the diesel fire pumphouse. t

SUMMARY

Based on the walkdown and parametric comparisons, Wall Nos. 243, C105, C110, ' D105, T109, and block walls enclosing the diesel fire pumphouse were selected for bounding evaluation. These walls were evaluated to assess their seismic capacity against the 0.3g review level earthquake (RLE). These bounding evaluations were based on criteria and recommendations in EPRI NP-6041 and/or the USNRC Standard Review Plan. All of the selected walls were determined to be seismically adequate against the RLE. It is concluded that all block walls supporting or adjacent to essential equipment are seismically adequate and can be ' creened from s detailed fragility evaluation. 1 2Ho 2sshw.vai

EQE EQE INTERNATIONAL SHEET NO. N ~^~~ i e JOB NO. S'Lo% JOB U2-he h"YYN1 BY h DATE 64-44 CALC. NO. C-oo A SUBJECT Meet NW CHK'D W DATE N'D TECHNICAL APPROACH The technical approach for bounding evaluation of the subject block walls is as 'follows: 1. A parametric comparison of the subject block walls is performed. Parameters to be compared are those that have the most significance to wall seismic capacity. Based on the parametric comparison, certain walls are selected for bounding evaluation. The seismic capacities of these selected walls are expected to envelope the seismic capacities of the remaining walls. ) 1 2. Bounding calculations following the approach de scribed in Reference 1 are performed to determine conservative seismic capacities for the selected walls. These bounding calculations follow the recommendations fct seismic margin assessment in EPRI NP-6041 (Reference 4). The review level earthquake (RLE) is defined to be a median NUREG/CR-0098 ground responso spectrum anchored to a peak ground acceleration of 0.3g. Failure of concrete block walls due to out-of-plane seismic response is judged to be controlling. Seismic demand on the block walls are based on median-centered responses of the structure and block walls. Conservative seismic capacities are used. Criteria for bounding calculations of reinforced and unreinforced block walls are summarized as follows: a. Reinforced block walls: The evaluation approach recommended in Appendix R of EPr NP-6041 is used. b. Unreinforced block walls: Median-centered seismic demand is based on median-centered in-structure response spectra and block wall response paramtters. Block wall frequencies are based on approprihts material properties, geometric properties, and boundary conditions. Median-centered damping at the onset of cracking is estimated to be 3% based on Reference 5. Block wall capacities are based on acceptance criteria against the Safe Shutdown Earthquake specified in Appendix A to Section 3.8.4 of the USNRC Standard Review Plan (Referenes 6). For 2Ho 2894weval

M EQE INTERNNIONAL SHEET NO. 9 / M " " " ~ V JOB NO. SLD% JOB MDr - mom Mb 'ETM E BY h DATE e-W-% CALC, NO. c- 00% SUBJECT h ettAMW CHK'D W DATE NMY unreinforced masonry walls, these criteria correspond to ACI 531 allowable stresses increased by factors that vary according to the type of stress. Allowable stresses will be based on ACI 530-88/ASCE 5-88 (Reference 7), a more recent code than ACI 531. 3. If all of the selected block walls are found to satisfy the acceptance criteria (i.e., seismic capacities exceeding seismic demands), then all block walls can be concluded to be seismically adequate against the RLE and screened from { detailed fragility evaluation. If some of the block walls do not satisfy the acceptance criteria, bounding calculations are performed for additional walls. All walls that do not satisfy the acceptance criteria are identified for detailed fragility evaluation. l i (O i um a D C4-tt J + M Da.- behu3eh t-t.1,d% P t t.A 44 oue.2bc t.t.A WLb h bwcl O A W ttythel h M. 't, MuShs td Web sA.t de4p I u W g on M-1 d ors.c.1 c.ee d. %.t. a ot, r-t *O t., t ckr6 a.9 C.LA LD Ne tuh %4 *% wh wu-e % be t Od t-L.td. s l l ('- l 2HD 2894wevel L-__________.-___-________________________-_ l

N EQE INTERNATIONAL Cy* SHEET NO. W ilJti '"" ""~' JOB NO. St% JOB un % A r.h e 'DPsc15-BY % DATE 4-4% CALC. NO. C-Oo9 SUBJECT h4 M4 CHK'D %? DATE N'D PARAMETRIC COMPARISON A parametric comparison of block walls included in this evaluation is summarized on the following page. The parameters selected are those considered to be more l significant to block wall seismic capacity. They include the following: I Wall thickness, verticalspan, andhorizontalspan. Walls with greater I span to thickness ratios are typically more vulnerable to seismic j effects. The values listed are obtained from Attachment F of I Reference 3. Verticalandhorizontalreinforcement. Past experience in block wall seismic evaluation indicr4tes that reinforced walls are typically less vulnerable than unrein'orced walls. This is attributed to greater conservatism implicit in the design of reinforced walls, which neglects the benefit of inelastic energy absorption. The presence of reinforcement is based on data in Reference 1 (also Attachment C of Reference 3). Design basis demand-to-capacity ratios against out-of-plane moments about the verticalandhorizontalaxes, (D/C)x and (D/Cl,y respectively. Walls with higher values are expected to be more vulnerable. The listed values are obtained from Reference 1 (see Attachment B of Reference 3 also). 1 Upgrade from origina! design and arching action. Past experience in block wall seismic evaluations indicates that walls that have been seismically upgraded or that have the potential for arching action can have significant seismic capacities. l O 2HD 289/bwevel

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FQF EQE ENGINEERING SHEET NO. N,/ bl i 303 NsP - Monbcello - em gy bsP

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EQE ENGINEERING SHEET NO. MUI f') JOB NO. 52 W JOB N NDE'Ce([o - N BY P DATE O-3*N CALC. NO. C 60% SUBJECT Mock M 5 CHK'ON DATE B % J WM.L 14%, P-EAcre<L bLo iM4 mv*o. 4 6H6& LINA b77 ESSE 6'en C 6 doWT! N' WJ, 0 754 %d(l%%) __ 61.lo lls/n 2. ~ y Cesch THE, STftLSSE.514 THE cellae Sot 4T BE.M6s r3 WL TWO NTE.8 t os. tid:Tb : ?;, = V4 (61.6fWn))2d(60.

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FQF EQE ENGINEERING SHEET NO..LYUI (~'; JOB No. 52_ciI job NSP-Mo4i c. die, - \\PEEE bsP DATE 8-Y~ U sy EO'k 5 CHK'D ?% DATE T~ ~M ~' CALC. NO. C-60*1 SUBJECT h 243, Re u ren_ hur;i9c c-veo... C9ea. n= Swexer hss e w w m... Cuerv. ar-Lcrtner_ 6x 5'3/e cR$ O. LE4AT4 ~7' M M. sisevy sveecaxto Two uA-9 scat 4 dM.!,%)(7er Ys>sA; i i i i i.If'Ij~$'h^ (Jer O f) c+a. y v v v3 - 54,1 % (y;r yg,& l i= By eyHn q, w wyze c n y i or s ntuci n t.. , - - ~ f M M i-6, g, 5[64 a I N6Y I z 1617 A v s s 4 Y3d. ((54,1NI6f"), togi 1 6 WE Wlu DE>rEA M itJ E AbFa'Ug cV" Tillb H6F166tf.- 6 C#lCCk leJq rue. Bwn 9g sTuss kAwsr we Au.m tws uc. M w L', (54.1 "A)(5T'Y, t w ,.lf,7 w.,,3 %s 8 6 lo: o k Te-L 5 x 5 y '%, " % ' 2M,0 (3 11, IS7 x-ie 9.7 mi .og 6 2,04 s e4' I p\\s aa mens m sy i L

FOF EQE ENGINEERING SHEET NO. YM N6P-Menh ceU o - If EEE DP DATE o-9-94 ,r's JOB NO. 52.09) JOB BY MDCk NS OS CHK'D -P5k DATE E -9

• k-CALC. NO. COOS SUBJECT

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M EQE INTERNATIONAL SHEET NO. _i/[Gi ~~"' N - M a ie.no - leses ey 3:se DATE MI~7 Y N JOB NO. 5E09l JOB b d MS CHK'D 'tSR DATE _&)fr % CALC. NO. C" OCS SUBJECT NAtt 243, REAf ttxt. h)LD144. Swa. * % er Tuu.s b THE. MEAT 3 u u n H sW E. CAWg WtLL T3E. W h5 THE F1E@ Bot.T-5TWEx grH r-(z.cM rn-ELE 2.Io m= EP f-l NP-n18-SL M u.LT1 Pu EC By THE Fot t N etJ5 1 e Ttn u. B AS EO cA THE-ARCH 02-CcHFM RF-ATIN. 3/q " & E x F%Hs> A404tYr Botts b "t w ig C-2011 6 gi, 8 D 5 ED4E. bl5TW66 NNJ ? g g4y,233" \\?.ii - 1GD Bot.X s?Aci4dt j Socopi. E cyoctae_ syn.cogrq - Miaiawg y s.<t. <8PEr. 5

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1 I EQE INTERNATIONAL l b SHEET NO. 4YU\\ ~ ' - - ' JOB MSP - t4cmheello \\V6EE. By bSP DATE 8'9-94 JOB NO. 62.011 CALC. NO. C'00 % SUBJECT 3IOCk N M 4 CHK'D h DATE 8 -i 'h WAu. 2.Ll'6, REAcmt. %co:96: Cuccu. w Leamr %ss kwuts, %A-ccry s huoux, ) C= Oz. h eh(0.bl 6.o3l0.bol(cash, 1,2 h es 34 CA-?Actry(16.%es3/D 63 (l.o')(ca4(0 9C W GHeu.: c= 3.38 gies l

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FQF EQE ENGINEERING SHEET NO. YtB W - Monticedo - IPEEE BY Y'S P DATE '7-l N J'] JOB NO. M0i l JOB Block V!d' CHK'D % DATE 4-*-% 'v' CALC. NO. C-M SUBJECT W Au. T 109, To s. sine, hLd ia WhtL livv6 - SEE. cat.CULM1oA No. 52091 - C-CO(e htJt> Wir% C-5 3 Cotatritotuc9 - NottoW PART14t.Ly htt40T1LO 3 NunsEa m Wywss - I Wu %cnots3 - t," % :rseau S ras - IV' c IW Hmm See - 24' \\/E,R7l c A1, SE Wr-op-CEt1E.NT - ye.s, No. 5 G 32' o.c (%i sM NcAitonT1W, 74:N FcrACE/1eM T " J65, [ bwws C-l1 N909-y Conornms i 7 e? - 50mm.Tr_o ey cwc m r-toes. A4w s. Lerr sto e - esse <Jrint.ty r<e.e. secaose er umims m w serener,or m ecnoa Ri6+4T~ SiD E.- %U PFc" T?Lo 'B7 WcittyE. WAM.. '[V me. watc's bce. ns. F-IAar so n THis e is e.ssesrimy vga wo M> Tex Mrlo, THis wat.t. vvict se. EvAt.viviEo A.s A ge.svreecco sisecy sveroexs.o seam SPMN 84% VEttTRAt y, ANy M ca lng M T1LN W ILL CON SEutrT1 VE. Se N% LECTEo, TifE N4tt WILL B6 EvAt.umEt Ptu:iwi94 we. FE.afwML ATTONS & E W -) /JP-604l-SL (EEP 4.) j APPENDIX 5. Nors wer we. utTm s-e_ wu. msr cm est i s 4 ". Tais ca.us emos to w e. SEPAftAric9 FF-oM 'm E Divisiota I c-M3ce. TMys Now.o 19 TH E W At.V-DeWN E v A LV M1 erd SHErrs eM FEP 5. ,s~. m/ l

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• To 'FEAcHItoq f&HEidT
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M ECE INTERNATIONAL

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• 7 30 m-b i-

EQE ENGINEERING SHEET NO. #/ 61. tasP - Monbc.eIlo - 17E EE (] - JOB NO. 5MI JOB gy My DATE M~U NDCk NMS \\ CALC. NO. C-ef% SUBJECT CHK'D h DATE 4-*-% WAs.t. TlO9 com,suso,, SLASTic FREGUEAlcy com'N ue_o... Lecee. 9sek. Astt. I, - n A, (d -xf 2 x' CsM-o %r - ms 3 W^ - d (n(x)( e n h, (d -x) ~~ .T s D.*L5 G k[58(ik-1.lf..h(IIbin nY f Md.- 2nAu 7 5 (+ z n A 3 x. zn As J-o l$ 2,32 [ Soc vt i y - [2n ks} t[(inf 374 %[2g/s, ' i^ Xs 2(8)

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