ML20052B256

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Forwards Response to IE Bulletin 80-11, Masonry Wall Design. During Const,Concrete & Grout Routinely Tested to Ensure Compliance W/Spec Section 322-2.Min Compressive Strength of 4,000 Psi Uniformly Used
ML20052B256
Person / Time
Site: Hatch  
Issue date: 04/20/1982
From: Beckham J
GEORGIA POWER CO.
To:
Office of Nuclear Reactor Regulation
References
REF-SSINS-6820, REF-SSINS-SSINS-6 820420-1, IEB-80-11, TAC-42920, TAC-42921, NUDOCS 8204300218
Download: ML20052B256 (60)
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{{#Wiki_filter:( Gn.a: a Poer Cuy:aq 33 3 h yvyq';.s r f A'w m Ocv ra 30308 h! r son 404 526 70?O ??n ! eq An pi:y Pr.tO!hce Scx4545 Atv ta Geuo a 30302 April 20, 1982 J. T. Becaham, Jr. t - Pr. s cent and G+nira: t/anam %g ar Gm eg on 9 Director of Nuclear Reactor Regulation U. S. Nuclear Regulatory Commission 8ECEIVED Washington, D. C. 20555 g Apg gg Jggg, Tg p auam m:amf tumma maniIwsuor a NRC DOCKETS 50-321, 50-366 9 S OPERATING LICENSES DPR-57, NPF-5 4 9 EDWIN I. HATCH NUCLEAR PLANT UNITS 1, 2 NRC I&E BULLETIN 80-11 Gentlemen: Georgia Power Company heret7y submits the enclosed information in response to the John F. Stolz (NRC) letter dated March 4, 1982, which requested additional information concerning our responses to NRC I&E Bulletin 80-11, " Masonry Wall Design." If you have an/ questions in this regard, please contact this office. J. T. Beckham, Jr. states that he is Vice President of Georgia Power Company and is authorized to execute this oath on behalf of Georgia Power Company, and that to the best of his knowledge and belief the facts set forth in this letter are true. GEORGIA POWER COMPANY By : (/ J. T. Beckham, Sworn to and subscribed before me this 20th day of April,1982 ~ ~ Y~ Notary Public E mb Notary Public. Georgia. State at Large My Commission bpires Sept. 20.1983 Enclosure xc: H. C. Nix, Jr. R. F. Rogers, III k J. P. O'Reilly (NRC-Region II) O 0 I I 8 20 4 30 o dlYC

I , 4 NRC I&E BULLETIN 80-11, " MASONRY WALL DESIGN" RESPONSE TO NRC REQUEST FOR ADDITIONAL INFORMATION EDWIN I. HATCH NUCLEAR PLANT UNITS 1 AND 2 DOCKET NOS. 50-321 AND 50-366

( ? q NRC Question 1 In Section 4.3 of Reference 2, the grout used to fill the masonry cells was given a minimum value of 4000 PSI for its compressive strength. Provide justification for the use of this value.

Response

As stated in Appendix C of Reference 2, the original erection specifications required that all grout used in concrete masonry wall construction meet the requirements of Specification Section 322-2 of the original plant specifications. This section requires, among other things, that the grout is to be tested to insure a minimum compressive strength of 4000 PSI. During construction, concrete and grout were mixed on site at the batch plant. Samples of all concrete and grout were routinely tested to ensure compliance with the specifications. The specified minimum compressive strength of 4000 PSI was selected because an approved mix design already existed. Although the minimum compressive strength may be an optional value, depending on the specific project and use, the 4000 PSI strength was uniformly used at Plant Hatch. Page 1

a 4 f tRC Question 2 With respect to interstory drift effects, Section 3 of Appendix F [2] stated " examination of the test data-indicates that the gross shear strain of a wall is a reliable indicator." Identify these test data sources. Also provide and discuss the acceptable level of strain for unconfined walls.

Response

A list of references from which the data on confined walls was taken was provided at the end of Appendix F (pages - F-4 and F-5) in the 180-day response (Reference 2). Examples defining confined and unconfined walls are shown in attached figure 1. These definitions were utilized by the references listed above. The works of Fishburn and those of Becica (see Appendix F page F-4) present an allowable shear strain for unconfined walls. However, since all masonry walls at Plant Hatch meet the criteria for confined walls, the question of shear strain allowables for unconfined walls was not addressed. l l l Page 2 ,m,

p 1 (Me@u.it!BucMm;#~ l k A.. 7 k 5't . u.v v, n i,w v a m i.ai-sii w w. u../.. u w i.. .~.u..s. confined confined iini.~r,mirsi,~ ems re Me'4wwwennoin /) f h SJ g + s k y-0, 1 .a s y. ( %wai.ii.a, iiw s.+.+, %>i.v.s.',i..wa. wi.was confined confind ~ l l l l Figtwe / F.xa:mics Defining, f " Confined" and, '11nconfined" h' alls (6 a'.,aia,, -. n... unconfined l

F. O NRC Question 3 Provide details of modifications for all walls that do not satisfy the design allowables. Technical discussion should be provided detailing how these modifications will correct this deficiency. Also, provide the modification schedule.

Response

A number of walls were modeled for STRUDL-DYNAL and had a finite element analysis run of the as-built condition, _ taking into account all loads and load combinations. A total of ten (10) walls were identified where calculated stresses exceeded allowable stresses. The results of the analysis showed that the effective horizontal span length of the wall should be reduced. Therefore, a point somewhere within the middle one-third of the span of the wall was chosen considering obstructions and installation problems, and one or more structural steel columns were erected to provide additional support for the wall. The column (s) were designed to withstand the applied loads and were used to brace the wall as shown in the attached sketches. The wall was then re-modeled for STRUDL-DYNAL, including the steel colunn, and a finite element analysis was performed again for all postulated loads and load combinations. Resulting moments and shears for the masonry wall and support column were checked against allowables. In addition, bolts, plates, and welds for the support having an angle brace were checked for worst-case loads. Wall number C130-14A&B had an angle brace attached to the ceiling on each side of the wall to provide lateral shear support and reduce a local overstress condition to within allowables. Following the analysis using the modified models, each wall was determined to satisfy all stress allowables. Detailed sketches of the modification for each wall are shown in attachments 1 through 8. The field modifications for each wall are complete except for wall C164-4A&B and wall C130-39A&B. Both of these walls will be removed in the near future to allow for relocation of the shift supervisors office and modifications in the health physics area. Therefore, no modifications have been scheduled for these walls. l l l Page 3 i

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2. ALL STRUCTURAL ~' STEEL IS TO,EE OpALITY CLASS "D"
3. ALL BCLTS ARE TC BE ASTM A 307 Rare H-12 629
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2) ALL STRUCTURAL STEEL IS TO BE QUALITY CLASS U.
3) ALL ECLTS ARE TO BE ASTM A307 4

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l A-A. W > j n l i l SEE PET. i ,m rg7 'C ' I a ,u ,t [X 8 ft> LOCATED m. ~e s ~ (p i ON WALLlA m$ i-J j S L-ry 4 ,m .i ~! (.SEE DETAIL 'E) -- N ~ =li j vd' !ap i r-c=~ _e _3 g ,i o E l! al SEE PET. i o m D l t c n 3 2 l 1 .o m i i oo n l 1 ; lt i s.r-- m o L_ o .e i i z w o O I I l H V N I ,r O., i i g__ g L EL.130 0' 4 m ~ i-- U o_ [_E. 2-4 6-4 - l'- i l. W ~u_ v m m m g a w .._i -i-o d 9'_tr io' 2" d 10'7" REF.: H-12629 L ~ ~ -o V E 4-ci i-o c ea o yo'._ i '...... - .2 5_a m c .y - g 34 '812 G " WALL IB

Southern CompanyServices cbh De' sign Cajeulations Date T Sared ByHA C Sal.StrR l2 80 Pre "' '*'t H ATC H-UHIT I 13.1 & 2 'e Flcviewed By Datw Subject / Title WhlJ ( D nTrTrATTnil K. L. u/o. -,- u r l '2 - ) 0 - bq Calculation Number Sheet C-RJ-IA & IB (P50C-RO-nnQ)

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,l A307 B3LTS HARDENED -A 7 'I~ a WAEHER LNDER TURilEDI-i . ;i ELEMENT 7/869CLTS. A.--B -i 1:.. 4 l p' t , rEL.130,-0 ls iD, 1: N.? i ik .s: :<D .E. .i -,- 1 ,4.?l.?l: .u l-L3ASE ri; WT M r: H- /2 L 2 7 c:-.- c. .l. u D. . S. FC T..I. O..N.s. A......A.- littachment 5

Southem CompanyServices IA oesign calcuwiens H ATCH-UIiTT NO.1 & 2 Prepared By Date T il @. C. S AI. 5 F R 12 8 0 Project Reviewed Dy Cat. VIAL _ l 11.OTi V ATI.I ! K' L, W h o t,- : w /1 -/c. /- O_ Subject /Titic Calculation Number Sheet a or 6, C-BO-lA 8 IBCPSOC-80-n00) Tl2 8'-I gw FJT EL.144,- 10 aw ~ 3, ?$WF ?M h:;:y-9'~ P Q-o ~ h o ,tn w 3: u 9' h. ._m, TlWALL EL.N3.h rpja,,pq i,

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o$ sign calculations-SouthernCompanyServices A Prepared By Date gjectH ATCH -UNIT. [10.1 & 2 TTNo C C61 CFR 12 R1 Subject / Title Reviewed By Date WALI irOIFICATIniIC. Y. L. \\l/~,,.u / ?.-1 0 A o C-RO-IA & 1B(PSOC-80-009) '"'S o, & i I y t 1 i ',N -:->=,_y%= =A ~ g. - co O A Ig 4 HOLES FCR 35 M'-~~~. I', l lheHOLES'- y-[4 BOLTS ij -Nu 'r HOLES IN FLANGE NEXT TO CONC. ONLY. M -[- (T Pj l'E 5 TYR 2 3 SECTION B-B 16 DETAI_ 'A~ 1[cHOLES FOR l~2g = 2 "4 BOLTS 18 $ HOLEg E v, e i , ' _h I' (T P. 4 FLC5.) k [' FULL WIDTH '~ INTERNAL STIFF l Y Ft BOTH SIDES ig" l-FIELD WELDED i ALL AROUND 16 .g 16 WELD. CFILLET) DETAIL.'B.. SECTIoN C-C N i-3'f2 Fu[(TYR f;/: COUCRETE BLOCK j 'd./ WALL j

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i[ f y"~ _ __y (TYP. 2 PLCS) ig.- 4-)dCCNC ANCHORS 13, SECT.D-DJ I l~ SECT DD' Nf SECT. D-D RE F: H- / Z G ?.9 c-10 SECT. cf-D' E.C.TTON D-D u +-.- .- -~ Attachrent 5

( A Design Calculations Southern CompanyServices c.i 6 Prenared By Date ProjectHATCH -UNIT NO.1 & 2 T1NA C.5ALSER P-0-Sq Reviewed By Date Subject /Titic WAU. MnDIFICATION K L. %, - e.,: 12 - / c Po C-130-IA & IB (PSOC-80-009) '"'l o, 6, "l6" I-8' l(6 HOLES . a. I & HOLES B 1.. s 2 THK. I-.t = (4 REG'D>n j,,THK. It [ e\\. I + 'er cl REcb) e; f_ e _I m, e I

m 4

V l 7 i. .( -.. g3. 9 a4 . *es -e.s. .e. =.+...is... .d +i m t..L...' ..r 4 g j j S S 5. e 9 RE F: H-12 6 2 9 .\\ttach.ent 5

Southern CompanyServices cl+. oesign catc0!ation's Pre ared By Date HATCH-UNIT NO.18 2 TI*NA C,5ALSER 12 8 0 Project Subject /Tetic Reviewed By Octe WAl I MODIFICATION k'. L. u /> i. i i ? -/o -p o Calculation Number Sheet C-130- IA & I B(P50C-80-009') /_ a c, LENGTH 17'-5( 1 - WS X 35

4i,, 5. 2.. g 4 1,,

I,, 8'X8"X}I., 4 - PLATES [ 3 - PLATES 8"X 16 X 2 .x j__- l-PLATE 8" X 9'-l ik,,X,- c 2 10 - PLATES 4X EI X h l 'ry 'V3 (TV 16-STIFFNER R'S 3 X7 X i 8 9 i6 l' ir 2~.. aJ. [.' 4 - WS X 35 8" LONG. l 9" X lih X l-7 l l / , / gy ~~~~3 rPLATES 2 -- m .c._ w' 24 - 4 BOLTS 12" LONG r I m 4 A 16-de CONC. ANC. HILTI CATALOG Fl j i 'm '5500109 OR EQ, 1l Ni I WS X 35 LENGTH I4'-7 3q I PLATE. 9 X'10q X[ 3 ~~- ,m N NOTES: i 1.) ALL STRUCTURAL STEEL SHALL BE ASTM-A36 .d -)

2) ALL STRUCTURAL STEEL IS TO EE GUALITY CLASS 'D y

3.) AL.L BOLTS ARE TO EE ASTM-A307. DETAIL 'E" REF: 1 i ! ?. 6 2 9

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SouthernCompanyServices A iesign calculations. Date Prepared By H ATr H - LINlT N 0. Ik7 'k Ct-Acc r.H I 2-28 -8 l S oject t Date Reviewed By WAL L MOD 1 F f CAtiDN

k. b. N7me f

/1~7,9-[/ iubject/ Title Sheet Calculation Number (-/30-IV A f I 4 & ( PSOC-D- 004 ) A es i i' D , 's] . TT D)I g-N kIhi ' 11 bi N 9h //k. a c-a v s 1 SECT b-b .a y si 3,. i S i ] 1 -CLf.CX'hb //, s Y' l a____:=, wsx35 ce ~r 'b ' 'O o // t. o r .. c //.W y .. :~ ~, W8x35 E- -. _-i= d Y p r 3 s Y. s t, o i .,a q' g O -ts N 8 -1 S EC'T LOOKIW } L ~ NOR._H ~ ~ 1 =____Y ~ - > ~ ' r D -i E P~,~ff# 8 .,,, k' O UT RIG C.ER o, 4 y J G

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SouthernCompanySenices A Design catcolations Project Precared By Date HATCH -UNIT NO.1 & 2 T]NA C SA! csER 12 -l - 8 0 Subject / Title Reviewed By Date Nh\\ \\ MODI =TCAT10N K. L. O.h.. .-n.: n -F 5 O C-RO-14A & 148(PSOC-60-004) '"*4 ot // < 4,,1,2 p 20YR ~ pE 16" ~ [v r- -~ 4 BGtTS ,g.M,:, v[CCIICRETE SLX 13 WELDED TO = '37 WALL2 THK.Ft, ./ ,. B ACK OF ny -- i 4 PLATE. wax-1--f. (i REo'D) i j ~' -g l 7 i i " i/ [ q. HOLES Fr'R --i h. (P) m T 1 1 r 3" y~

V i.:

4-hCCNC ANC, E J, %g (TYR 2 PLCS) DETAIL D V3s7yp n2 Sg(t D-D 16 10" 8", r ~ ' ' " - ~ p THK.P ~ ~@ [ m 5,, - (3-REG'D) "rc 14 ECLTS-) ~2 ~ 6 \\ELDED /'. < g '# I-N 2 TO BACK h 4 's c THD. 3 OF Fr'. '- \\ :rj Ej , '_r g {, a t jE_ i l s r V3 LTS y 3xTYP. iTHK 16 16 2 DETAIL'E' SECTION E-E YP I "d) I 16 52 d HOLES V3 FOR c CONC. ] -4 4 e e. ~ ANC. [ ~ E 2'-0" 2'-0" 2' - 0" ' 2'-6'.( L 2h X 2h X h X9' 6' (2-RE(Y D) I'- 0" 2 '-4" 2' 4" 2-4" l' O' cSTIFFNER Pu CTYP' = f._ 4-REQ.'D = 90 RE F u- ! 7 GZ9 '~ .1. e. 4_., - - c,

o'esign calculations Southern CompanyServices 1 P'roject Prc arsd By Date H ATCH - UN. NO.1 & 2 TINA C SAL 5FR 12 - R - 90 il Subject / Title Reviewed By Date WALL MODIFICATION k'. L \\W. i..c. c 12-6 -80 C-BO - N A & M B CPSOC-80-GOW '7'l o, // y3(TYP 'f 1 3h &HOLFSFORf& Im_co 16 CONC.ANC. +ll

  • ll Ie r 3

$2 2'-O? 2 ' O~ 4( L2h X 2h X g X 4 9 r 2 (2-REO' D) 7 2' O' I' - 8" 6" ~ b ~O 5TIFFNER IP_ (TYR) F q g' - G-REG'D) = DETAIL E 3.. CLIP CORNER TO = AVOID FILLET

=w =-

y V PLATE 2-SECTION F-F REF: H-rz G2 9

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p.

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} CONC.ANC. 2 - 3., ( \\' ::.y:.21. CONC. BLOCK J. - WALL E' NOTE: NO CONNECTICN BETWEEN ANG'.E SECHON G-G_ AND WALL. d"*PP' I

Design calculations Southern CompanySenices el Prepared By Dat? PiojectH ATC N-UN IT ND ILZ R c.uoCCW d - ? P - p,! Subject / Title , Reviewed By Date WA L L MODI F /C A T l OAl RL \\X/stre046 I ? - 7_9 -A / Calculation Number Shett C-l%O-I4 A S. IU R (PS OC 00 D e et V. 02[ _c__ L ' R. / 2 l< I ~x / - 6 " '~ t C Hot _E. FOR SOL r Q f tq c ~' poa F IR E O oo n ~ ~ HGR.(NOTCH W Be35 I t= Y N EC E SS A R Y') ~ n f 3, g 9.'G L b o .geJ O 1 " /b# 21 (7 Y I-N L -g; = 6 ft.yxixB c! (7wo REQ's) i ? N v5 U'CTYP1 f = =; ~7 - R. 6 "x {"x B % " N ~Z --l '&z ( \\ MOLES F O R. g6 e 6 .,E BOLTS [TYP) t IN r-T' V

! Design calculations Southern CompanySenices d - p,pci. prevaree ey oat. HA Tt H-VN 1 T NO I&2 r2 c u o c c t.I w-2R-et 5sbject/ Title Reviewed By Date 11/4 L L ' M o ol F /c A T / OA/ YL D/a /m o s J2-24-A/ C C-13 0- )y 4 2148 ( PS oc - R o-oo v') alculation Number Sheet C es pl % wSx55 c 6 s -t il m a., ed

i s

t /C 3 s' 'k C O/J DUl T A tqoTE ! N OTC M ALL W6x35's IF I REGusRGb 5 ' O $,(O _ _B l hlOTE: F OR, B4cWuP PL ATES p l ,I SE E .S EC T A-A " D00 tC l l OPEN IN Cr 1 i I 1 1 i h 4 4 S Ec T Y-Y' i 1 'i Ir 1 1 9 I 9 Attachnent 6

D sign Calculations Southern CompanyServices 1 Projict Preparad By Date H A T( t-l - L)i\\f I T N O. IL2 c' r.Huncp 12 - 2 8 - 8/ Subject / Title Reviewed By Date WALL M 0 h / Ar c A T'/ 0 A} k'. L. W/w ir r o a rr /2 -2.9-S / Calculation Number Sheet G/3 0 -l y A 2. /v8 ( P S Or. - P>0-00Y) D ot E L / 4 / - //,, c i . li s ) hu WEL b' 3fb l 4'/ e ~s u N WBx 3E x l-to NOTE : A LL WE L D.S 'Au " F 1 L L E T (%/ ELD A L L ' ARou nb) () O O/ ~ e f ff ~ l E R B _:!..* co N i l$ l0 l 'DET Y Attschr.ent 6

l Southern CompanyServices n\\ l 3e,si n caic.uiations 9

    • HATCH - UNIT NO.1 & 2 TliEf C.SALSEF, T*l-21-63 Reviewed By Date t

'"IE'ff' MODIFIC ATION (. L. NW o r, ou I l-7 F-8 0 i \\ Sheet C-l30 -7A & 79 (PSOC-80-007) Calculation Number 3 o' B m" l s l 9-s s g m m m O R m y ~4 4 b' E R r r-o': rt J ._L b__-- i I i &T L* :- o. l (6f 2 1 1' 2'-l I" 2-1I i, l'- 7 l' 7 l 1, 7 i f' 2 > ;ra J1 _,= 3 [-- O, i

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d i IZ I I rr) 7_ y _q N O' N 14 - 0 c .it tach: ent 7

Southern CompanySenices c1 Design calcUlanon's g Date Tiared Bylm C. Sal..SFR I l FO Pre Project H ATC H-Ui IIT I 13.1 & 2 Reviewed By Date Subjttt/ Title W Al_i 11lTJ FV ATIO.I I K. L. M,we ll 8 o C-80-7A & 78(P50C-80-007) 5"*1) o, a Til Q w n, c-C. a r-5

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()ir TIGHTNINGl -

i 'b :: L g; e v/._. c..; l, m;- a f y-f%d LP I 'o T; 9 '.] j-j OUTRIGGER T N 7 a-m ) ,C BELOW OUTRIGGE ~ FOR (TAIL ~B' S %,a i SEE Dt 'o

C y.:2

?. m: m r n. ?: p 'sl r A307 BOL75 HARDENED 4-WASHER LNCER TURI IED.. L 7 si ELEMENT 7/geBOLTS. d.._1 t:. ~, N GEL 130 0 r . ~. i D../ i: Nilj ' .s P .s . :p: ~ Dr.r:e /y:1 h' rt 4 i i 'GRnUT / 4 ~ Rc; > H-ra 619 BASE fc SEE SECT. D D SECTTril A-A .%**.7 *J. fET ?..T t ".." 1. At tach:nent 7

' oesign calcuiations SouthernCompanyServices A Prepared By Date "'*"H ATC H-UHIT HQ. 1 & 2 TTNA (- Col CR Il-21 On Date Reviewed By %, - va l l-1.9 - S o Subject / Title WAI.I l 1"ITFT( 3TTni iR K. L. Calculation Number Sheet C-P,3-7A B 7P (PSOC -RQ-nlT) 5 a B + i i l i 1 I' i. 'p -4 _,2=$bd:=, o -b- 'co g* -1 1,4 HCLES FCR '~ ' ~ \\- iI 35M'4.- 4.[~4 BOLT 5 lhcHOLES =l E l I2l HOLES IN FLAi!GE i 'cr I NEXT TO COllC. ONLY. 7 -l (i) 2g I SE l~ RS TYR n s ~ SECi.t0.N B-B, 16 DETAIL T i-F Ig6 HOLES FOR 1., g = 2- "4 BOLTS I8 9 HOLES d 2 !?;', e i "f. (T'P.4 PLC5] ' Tv i M i A- / ' lj. A l" FULL WIDTH '11' ; co ' c\\t ./ . :ii ' 2 ,3 ' 'i i INTEPS!AL STIFF ^;-r E EDTH SIDES 17" ~ , l.' FIELD WELDED !c I ALL AROUND 16 '5L o-

6 WELD.(FILLET)

DETAIL.B.. cECTION C-C -' 9 (TYP y3 l ,4',/'2 16 j ..;/: COllCRETE BLOCK WALL g ' ch.L . ng ) D -E" h'" -f- )" / l </. HOLES Fi'R " 'T ~ 'g i} l 4 {'4. 4 qtCCNC ANCHORS (TYP. 2 PLCS) -~^ ~ ' I l,. ?=.. -- R E.= H- ! ? G 2 9 G-( T F'.[xl j'.. D .sttachment.7

oesign ca!carations Southern CompanyServices el Date P'eIared UyT NA C. SALSER I l-21-Pn ProjectHATCH-UNTT NO.1 & 2 Reviewed By Date Subject / Title WALI-MODIFICATION K. L. LV m,,u.c 11-75-So C-130 -7A & 7B (FSOC-80-007) '"*U e a 16" 8' Ik4 HOLES = [ig.HOLFS 4 = i.. q" 13., 2 THK. Id = / (4 REGD) m aTHK. t Cl REQ'G 7o' ~ i' gj b dd '5 b ? I 5 r l .D_ET AI_L.. t' _D_ETAI_L 'D_ ~ l - We X 35 LENGTH : 13'-9( ~ 4-PLATES 6 X 8" X h 2-PLATES 8' X 16 X [ 4-PLATES 8" X 4" X [ l X 7( 8-STIFFNER PLATES [X 3 g 2 - WS X 35 8"LONG 9' X i lh g., X 2 2-PL ATES 12 g4 BOLTS -I2"LONG C2 k" THREAD) ~ 8-d d CONC. ANC. HILTI CATALOG "5500C8 OR EG. .~ NOTES : l.) ALL STRUCTURAL STEEL SHALL BE ASTM A36.

2) ALL STRUCTURAL STEEL IS TO EE GUALITY CLASS Ti 3.)ALL EOLTS ARE TO BE ASTI1 A307.

Re?? H-12 62.9 Attachment 7

SouthernCompanySenices A 'l Design calcufhtions' f s ared By Date PrTNA C SALSER l2-3-83 o Project T 'I HATCH UNIT NO. I & 2 Reviewed By Date WALL MODIFIC ATION K. L i.' /,_. /z. P-P o Subject / Title l Calculation Number Sheet I A & 41RCP90C-PO-OnR) Ior ci i, q a i n m R O m T- .--i 5,- O' 2 U. 2'8" 2' 8_ 2' 8'. 2'-8! 2:s" z's- _ ~ = e b M l ~ ~ + _s-. >i jy + t 1 i 1 1 n m Si a! m w O o 1 . T-R I Z. .-4 1 . g O. 2 l a 1 N-4 9 ( mr-n

  • N O

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SouthernCompanyServices A Design calculations Pre T!ared ByH A C. Ci d l. S F R 12 PD Oste PreiectH ATC H-UHIT NO.1 & 2 'e Subject /Tetle Rev cwed Dy Datu Mhi i \\ ).*TR WTC ATld l K. L W,.i i-. :,, :- ) 2-E -20 Calculation Number Sheet C-80-41A & 41B CPSOC-80-00E0 2 e5 E-7- o tu 2-lg D e-j ~ 1 Lt.J LL <:r i du_ d T-'7"... G-ois b.iJ:t... >; 4- . o 6,: D,

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4 D sign Calc.uiations Southern CompanyServices ca Date Preparcc By "'H ATC H UkET I IO. I TTNA f C 61 CFI 12-4 CA - Reviewed By Date Whi i_ i+'I'a Tr ATin! i< K. L. U/r, i. 12-E - Po Subject / Title Calculation Number Sheet C-130-41A & 418CP50C-80-008) 3a5 i m'r l i e s . c, t,

  1. _,!,.-jYJ- -.-2-__ 'co g*
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'cr HOLES IN FLAT!GE I NEXT TO COHC. ONLY. 7! t$,.d~ fe _/ s' ~ 5 'y='r<TYR S le D rT ~r1L *A" .=,_EC TTON B -B I~ I' Ig4 HOLES FOR 2g =- Ei ,s l,, 2 T4 BOLTS 18 $ HOLES e e

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(TVP. 4 FLC5.) .m s.. / l '.,; ~% t. FULL WIDTH 11' I ~ 2 'i INTEF.NAL STI;F l i ^ l ' E BOTH SIDES 13" I. I.l FIELD WELDED AL 16 w.L AROUND ' chi / WELD.(FILLET) i '6 DETAIL B.. l CE_C_T__I_.O_N C-C ,--,4 _ =. l i f, 'T2 fy'r(TYR I l .f: 'CC:1 K. RETE BLOCK l .4 WALL yy., , 'J GQf... ). 'LP r, i b t n_. f_ i " #J l-I d HOLES 'rTR I i l'i u" iB>- 4 ti3dCCNC ANCHORS ! :! e' .i. L L - + -. (TYR 2 PLC5.) l 1" -R s. F H-1 262. 9

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A pdsign Calculations Southem CompanyServices.cd D.ite Prelsted ByT HA C SALSER 12- (+ -80 Project HATCH -UNTT NO.1 & 2 Subject /Titic Reviewed By Date WAtJ. MODTFICATION K. L. U /..> - i.- w_ r 12 F-; o C-130-41A & 41B 035OC-80-003) '""4,, c; l 4 HOLES ~ 16" 8' 1 4 HOLES ja 'q 3 13 2 THK.li (4 REGD),' 2 THK.Pu [ ~ .. e\\,l (I R Eo's e ~' ....... + o I l -@< m y 4 7 j e 1 1 - WB. X 35 LENGTH 9 q ' 8' X 8" X [ ~ 4 - PL ATES 2 - PLATES 8" X 16" X [, I~ 4 '- PL ATES 4" X 8~ X 8 - STIFFNER PLATES 3 X7 g 8 2 2-W8' X 35 8"LONG 9"XIlh..;- ~ X 2 2 - PL ATES 12 - hBOLTS i6" LONG (2( THD) l 8 - h 9 CONC. ANC. HILTI C ATALOG '5500108 OR EG. NOTES: I.) ALL STRUCTURAL STEEL SHALL BE ASTM - A36

2) ALL STRUCTURAL STEEL IS TO BE QUALITY CLASS 'D~.

3.) ALL BOLTS ARE TO BE ASTM-A307 ,s ~ RE F: N - 17. 6 2 3.

i I NRC Question 4 The data presented in Appendix D [2] is not legible.. Supply a legible copy of tide f,ppendix. 1

Response

A more legible copy of pages D-1 through D-3 of Appendix D is attached. i i 'l P k i I i l I l l I l [ l l t l I i. j 4 9 Page 4

P BRICK. block ' /* Z.' IN SU L ATio N g?. METAL doors & Fn AMES MORTAR MIX & CEMENT WATERPROOFING ~4 MASONRY REINFORCING MESH - Telephone (912) 283-8464 WayCrOSS, Georgia 31501 P. O. Drawer 2006 May 23, 1978 Georgia Power Company Plant Hatch Baxley, Georgia 31513 r

Dear Sirs:

Enclosed you will find copies of our current test reports from Pittsburgh Testing Laboratories showing compressive strengths, moisture and Itinear shrinkage tests indicating that all the above comply with all ASTM specificadons for concrete masonry units. As indicated in these reports, all units being furnished to you for this project will comply with all current ASTM specifications and will be manufactured in the same manner as that being required to meet the two-hour fire rating of concrete masonry units. Our units have been designed to meet all physical requirements for this fire-rating. Hoping the above meets with your approval, and will comply with your needs, we remain, Yours very truly, SOUTHEASTERN BRICK CO. .J W. H. Gillis Vice President WHG/mlo encls. D-1 j

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PITTSBL, GH TESTING LABORATORY

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....,,,......,,...........,..............,....,......m... .............,................,.................,........................u <c, y..;#. Order No. JA-819 March 3, 1978 Report No. 9 Dncription: Test for Drying Shrinknoc of Concretc.Dlock 4 ecification: ASD1 C-436-70 ~ Reported to: Sputheastern Erick Co. P.O. Box 2C06 thycro ss, Ca. 31501 oo.......................,......n......................,...n...n....,......... sa :p1ed by: Cli,in t Clock Type: Light Weight Cells: 2-Block Size: 15 5/D"x 15 5/8 x 7 5/8" Wall Size: 11/4" Results (!; Shrinkage) Days Block A Block B Block C + 5 .014 .021 .010 7 .020 .029 .023 9 .024 .031 .026 11 .030 .035 .031 13 .033 .036 .033 ~ 15 .035 .037 .034 17 .037 .030 .034 19 .039 .039 .036 21 .040 .040 .036 23 .041 .040 .037 25 .042 .040 .037 [ 27 042 .040 .037 i I Average time to shrinkage 25 dayu Average linear shrinkage .03967; i PITISBURGli TEST NG LABOitATOltY ' l Ito'.UT(L.[.

ries P.

E. I Manager Jaekt:onvillo District 30cc Client 3-34-78 er b 1 1 D-2 l

~ ~ .% k. PITTSSL)GH TESTING LABC..ATORY Oretz, Ne.: JA-819 I 2436 DENNIS STREET - J ACKSONVILLE. FLORIDA Lob. No.: 2007 i y4,,o:.c[ ... u, ,.,6...,r,e.,..,o..e,.s.

n. v., cu.,u e,.=a cu.,..

,..n . u.,,.... a .. a.c. .., c a. -r 6 r...: o u.6 u.........- Date: 3-23-78 e 't .. c. e... - iu,6.c..c o.- e,.,..,.. i -. c.o.,c is.. u s.....,c o...o n. :... e Report No.: 7 c t; eo ou. sco......... 2,... e, u .irn., .w Compression, Absorption, Linear Drying Shrinkage D scription: end Relative Humidity Tests of Concrete Block Specifications: ASTM C 140 , ASTM C 426 ond ASTM C 427 R2 ported To: Southeastern Brick company P.O. Cox 2005 Waygross, Georgia 31501 $1:e af Block: 7 5/8 x 7 5/8 x 15 5/8" Method of Ct. ring: Steam Nurr.ber of Cells: 2 Date of Manufacture: 1-4-78 Wall Thickness: 1 1/2" COMPRESSION TESTS Unit Load,

Age, Total Load,
Weight, Are o, M:rk Lbs.

Sq.In. Lbs. 1.bs./5q. In. Days 25.00 119.1 142,000 1192 16 1 144,000 1209 16 2 25.44 1285 ,16 153,000 3 25.63 M015TURE TESTS Wt. of Concrete, Absorption, Ab sorption, % Moisture as Com. A rk Lbs./Cu. Ft. I 8:s./Cu. Ft. Percent pared to Total Abs. 4 84.0 15.3 18.2 63.6 5

84. 9 15.0 17.7 70.7 6

84.3 15.7 18.6 64.7 LlHEAR DRYlNG SHRINKAGE Merk: 11 12 13 14 15 Parcent: RELATIVE HUMIDITY Mirk: 16 17 18 19 20 Parcent: The Average Relative Humidity for Jocksonville, Florido, for the Month of 1 Nste: , based on U. S. Weather Dureco Records. is.___ 10cc Client PITT50VR TEST)t4C L,A{e0RgO p 1-23-70 cr liot. - t -)( %f: T t i e r. I'. 15. By,,FIA' M {. C' < inville Dis,t rict D-3

NRC Question 5 With regard to the allowable stresses for factored loads, a factor of 1.67 was used for tension, shear, and bond of masonry. The SEB criteria [4] allows factors of 1.3 for shear carried by masonry,1.5 for masonry tension parallel to the bed joint, and 1.3 for masonry tension normal to the bed joint. Justify the use of a factor of 1.67.

Response

An extensive test program was performed at the University of California, Berkeley [7] to determine the reliability of allowable shear stresses for reinforced masonry from the UBC, NCMA, and ACI codes. .These tests enhance the test performed by Schneider which was used as the basis for developing the various design codes. For shear tests performed using reinforced masonry, the tested value exceeded the unfactored code allowable value by at least a factor of 2.22. Allowing an increase of 1.67 still results in a safety factor of at least 1.33 when compared with the worst case test results. Tests conducted by the NCMA and others are reported by the NCMA [8] indicate that the code allowables have a safety factor of 2.60 to 3.87, depending on the type mortar, for tension perpendicular to the bed ' joint. These tests were for hollow masonry walls. For solid masonry units, tests performed at the tNCA laboratories indicate that code allowables have a factor of safety of at least 2.8 for tension perpendicular to the bed a int. c Additional tests reported by the NCMA [8] dealt with tension parallel to the bed joint. These tests results indicated factors of safety ranging between 3.59 and 8.45. One series of tests reported by reference [8] resulted in factors of safety averaging only 2.02; however, the tests were conducted after only 15 days and the results are at a variance with other test data. Results of the tests mentioned above indicate that an increase of 1.67 would yield an acceptable factor of. safety for factored loads, a Page 5 4 _ ~ - - --

s NRC Question 6, With respect to modes of vibration, Section 5.2.2 of Reference 2 indicated that the first mode of vibration accounts for over 99% of the total moment'and displacement of the walls.. Provide sample calculations (with different boundary conditions) to justify this position, a

Response

A committee _ was formed on August 5,1980 by a number of utilities and Engineering firms' to investigate concrete masonry analysis techniques. The committee was charged with the responsibility of investigating a-number of factors affecting the analysis of concrete masonry walls including the effects of the participation of higher modes than the first on moments, shears, and displacements. The Committee conducted a parametric study to determine the effect of the participation of higher modes. For each of the three boundary conditions referenced in Exhibit A, and for a cantilevered wall with an ' aspect ratio equal to 1.0, the modal displacements for the first eight modes were compared to the SRSS displacement for' wall panels with the-full EmI (D) and a reduced EmI (D) within the third segment of the panels. The results are tabulated in Exhibit 8.1 and indicate that 99% of the displacement is contributed by the first mode. In addition to considering displacement, the committee reviewed the effect of modal participation on moments for the wall panels indicated in Exhibit B.2. It was again demonstrated that the first mode moment calibrated more than 99% of the. SRSS moment for an eight mode analysis. For both the and the moment study, an acceleration of 1.0 applied displacement over the entire frequency range was used as the input spectra. g t The finite element program used did not provide shear values within the elements nor at the supports. It is the Committee's opinion, however, that the first mode would likewise contribute at least 99% of the shear in wall and at the supports since the wall moment (99% contribution from the first mode) is derived from the shear diagram. s E Page 6 ^ 3

1 l Exhibit A i t 12*-O" j A.' FINITE ELE!ENT MODELS_ M DOOR OPENING! i~E l tomot.o 77m1 f o'- s" ,s' o" 12'-0" 7 7 l l ,o 7T l N 000R 7E OPENINO ~ '9 19 b \\ tos Leo a n t f e. e f l b a i _ L., La 15'-0" .L 20* 0" L a 2 5'-6' ~i __-O'l 4 l 000R OPENING . h. / L = 0 5 3 e (o.i7t io s n ) lyg= 067 ,o -d m .u I f L = 2 4*-0" w. 7 h = 1.0 ) /t I DESIGN PARA?ETERS USED. ~ B. Support Conditions / ! /' ! / s / / f ' / / / / '119 S: SIMPLE SUPPORT 1. S F = FREE EDGE t F F s/ s s ////s s > > > s s f f s s />_j_.y s } l E s s f s a fl s 'q 'ss p, Y//// // // f f // /// / / // s d s s p, "I//////////55 8IIIEW 61////// / / // / / / / // // / Material Properties 2. 0 = 1.350x10 psi Poisson's Ratio = 0.21350 psi; Em 3 , Type H mortar, Fs =l; y = 145 lbs/f t a. b. 12" Solid Block Wal in each direction Section Properties based on actual dimensionsSe c. d. (error of +5% on moment of inertia) e. Stiffness Variation dition for each wall panel 3 Stiffness values used for each support con third portion of wall panel l Full value of EI for the entire wall pane l Reduced stiffness value of EI/3 for midd e ith full EI value in each direction, remaining portion of wall wl e of E1/5.is used a. b. Same as in 3(b) except reduced stiffness va u 3 125 lbs/f t ) c. Frequencies of 12" Hollow Block Wall (y = by a constant: 4. Multiply the f requencies of 12" solid wall 1.2802 for hollow wall spanning horizontally 1.3425 for hollow wall spanning vertically s

Exhibit 8.1 Shoot 1 of 2 Displacement (Inches) Support Case Type Full E,I 1/5 E,I Mode 1 0.15970 0.23554 Mode 2 0.00012 0.00014 "A'/////' Mode 3 0.00000 0.00000 Mode 4 0.00001 0.00014 Mode 5 0.00298 0.00653 Mode 6 0.00050 0.00002 Mode 7 0.00008 0.00011 Mode 8 0.00000 0.00000 SRSS 0.15973 0.23563 Mode 1 0.48266 0.53906 Mode 2 0.03577 0.03387 Mode 3 0.00008 0.00007 e Mode 4 0.00028 0.00295 Mode 5 0.00365 0.00235 Mode 6 0.00195 0.00228 Mode 7 0.00043 0.00047 Mode 8 0.00039 0.00007 77 ~ ,/ \\, ~ //////////7// l SRSS 0.48400 0.54014 Mode 1 0.47807 0.53441 Mode 2 0.03597 0.03393 gg,ffggfffg g Mode 3 0.00004 0.00004 Mode 4 0.00071 0.00369 Mode 5 0.00300 0.00143 Mode 6 - 0.00191 0.00229 8 Mode 7 0.00057 0.00062 Mode 8 0.00050 0.00001 /a SRSS 0.47944 0.53551 MODAL DISPLACEMENTS FOR ASPECT RATIO 1.0

' Exhibit 8 1 s Shoot 2 of 2 Displacement (inches) Support Case Type Full E 1 1/5 E,I m Mode 1 5.7866 6.4289 2 0.0464 0.0635 3 0.0565 0.0796 g 4 0.0199 0.0121 R1 5 0.0069 0.0068 6 0.0000 O.0000 7 0.0000 0.0002 8 0.0053 0.0046 . //M//W4W FIXED SRSS 5.7871 6.4297 e l l 1 l

e-Exhibit 8.2 ,s - Contribution from Support Case h/L Modes First Mode Moment for SRS,S of All Mode Moments 1.0 1 thru 8 99.30% .67 .54 1 thru 8 99.86% 1.0 1 thru 5 99.82% / 0.67 1 thru 5 99.78% 0.50 1 thru 5 99.70% R1 LO 1 thru 8 99.75% FIXED COMPARISON OF FIRST MODE MOMENT TO SRSS MOMENT a e

i NRC Question 7 Identify the test sources used for evaluating the shear strength of concrete block walls (Section 4 of Appendix F [2]).

Response

Test sources used are as follows: 1. Mayes and Clough, " Literature Survey - Compressive, Tensile, Bond and Shear Strength of Masonry," Earthquake Engineering Research Center, University of California,1975. 2. ACI Standard, " Building Code Requirements for Concrete Masonry Structures," (ACI-531-79). 3. Commentary on " Building Code Requirements for Concrete Masonry Structures," (ACI 531-79). 4. Specification for the Design and Construction of Load-Bearing Concrete Masonry" - NCMA -1979. 5. Research Data and Discussion Relating to " Specification for the Design and Construction of Load. Bearing Concrete Masonry" - NCMA - 1970. 6. Unifarm Building Code, Chapter 25 " Masonry" - 1979. 7. Whittemore, Stang, and Parsons " Structural Properties of six Masonry Wall Constructions," Building Materials and Structures Report No. 5., M3S - 1938. 8. Whittemore,

Stang, and Parsons " Structural Properties of Two Buch-Concrete Block Constructions and a Concrete Block Wall Construction Sponsored by the National Concrete Masonry Association," Building Materials and Structures Report.

9. Whittemore, Stang, and Parsons, " Structural Properties of Concrete Block Cavity Wall Construction" Building Materials and Structures Report 21, M3S 1939.

10. Fishburn, "Effect of Mortar Strength and Strength of Unit on the Strength of Concrete Masonry Walls," Monograph 36, NBS,1961.
11. ASTM Standard Specification for Brick and Applicable Standard Testing Methods for Units and Masonry Assemblages - May 1975.
12. Schneider,

" Shear in Concrete Masonry Piers," California State Polytechnic College, Pomona, California. Page 7

s

13.. Yokel and Fattal " Failure Hypothesis -for Masonry Shear Walls" -

Journal of the Structural Division, March 1976. 14. "A State of the Art Review - Masonry Design Criteria" - Computech - 1980.

15. " Tentative Provisions for the Development of Seismic Regulations for Buildings". - Applied Technology Council Chapter 12 A - ATC 3-06-1978.
16. The Masonry Society Standard Building Code Requirements for Masonry Construction, First Draft.
17. Copeland and Saxer,." Tests of Structural Bond of Masonry Mortars to Concrete Block" - Journal of the ' Structural Division - November 3

j _1964.

18. Hamid, Drysdale, and Heiderbrecht, " Shear Strength - of Concrete Masonry Joints," Journal of the Structural Division - July 1979.

i + Page 8

tEC Question 8 Indicate how' seismic loads in different directions were accounted for in the analysis.

Response

Consistent with the original design of the plant and with the FSAR, horizontal earthquake loads were applied in only one direction at a time. For a horizontal earthquake acting perpendicular to a given wall, the wall was checked for all stresses due to the inertial load of the wall itself, inertial loads due to attached equipment (see the response to Question 12), and static moments from attached equipment. These loads were all combined by the direct sum method. For a horizontal earthquake acting parallel to the wall, in-plane drift effects and equipment inertial loads were considered for the over-all evaluation of the wall. For a vertical earthquake, the inertial load moments (see the response to Question 12) due to attached equipment were applied to the wall. None of the walls are loading bearing, so the only other load considered was the inertial load of the wall itself due to a horizontal earthquake acting perpendicular to the wall. For each of the conditions listed above the wall was checked to insure local load transfer from all attachments to the wall (see response to Question 10. l l Page 9

e-4 NRC Question 9 Indicate whether the out-of-plane drift effect was included in the analysis.

Response

The out-of-plane drift effect was included-in the analysis. The internal wall moments due to deflections caused by out-of-plane interstory drift were determined for each wall height, location, and orientation and compared to the ultimate allowable moment for each wall. In all cases, calculated moments were found ~ to be less. than allowables. Page 10

4 i s NRC Question 10 Indicate whether the potential-for block pullout was considered in the analysis.

Response

As stated in Section 5- (Reference 2), there were four postulated mcdes of failure. 1. A failure of the masonry mortar resulting in a single block pullout, 2.- A shear failure of the masonry around the bolt backing plate, 3. A shear cone failure around an individual bolt, and 4. Local crushing of the rr.asonry under the bolt due to action of the shear loads on the bolt. Each of these failure modes was investigated to. insure that local stresses did not exceed allowable stresses for any of these failure modes. For every attachment to a concrete masonry

wall, conservative assumptions were used to determine the maximum load the piece of equipment would place on the wall (see the response to Question 12).

Each attachment was then checked to see if local load transfer could be-accomplished without exceeding the allowable stresses for any of the four failure modes mentioned above. { i l l l Page 11

o i NRC Question 11 Justify the formula given in Section 4.1.2 of Appendix E '[2] - for-allowable tension stress in cell grout.

Response

lhe tensile value recommended for -the grout core tensile stress is taken from ACI 318 for concrete, with a factor of safety of three. An increase of 1.67 is deemed reasonable for factored loads. 1 I A i i i s i i Page 12

o t tEC Question 12 Indicate how equipment weights were accounted for in the seismic analy sis.

Response

Attachments to concrete masonry walls were identified during the plant walkdowns. The weight of each component attached to a wall was determined and proportioned to its supports on the wall. All pipes and conduits were assumed full for purposes of the analysis. Conservative weights were supplied for all pieces of equipment to insure that future minor changes in equipment would not increase the load on the walls and to provide an additional safety factor for the analysis. No major piping systems were found to be attached to any concrete masonry walls and all systems which were attached were sufficiently rigid to insure that the attachments would all experience the same acceleration as the wall. Therefore, the load due to each attachment multiplied by the acceleration of the wall was assumed to equal the inertial loads from that attachment. The attachment inertial loads were combined directly with the wall inertial loads using the absolute sum method. In addition, moments obtained ty multiplying the inertial load of each piece of equipment by the distance from the center of gravity of the reinforcing to the center of gravity of the equipment were also applied to the wall. Because most major loads on the walls came from individual pieces of equipment such as panelboards and pull boxes rather than from piping or conduit

systems, the method used to account for equipment weights is-conservative in the design of the wall.

Page 13

4. e I-REFERENCES 1. I&E Bulletin 80-11 " Masonry Wall Design" NRC, May 8,1980

2. ' W. A. Widner-(Georgia Power Company Letter with enclosure to J. P. O'Reilly (NRC)

November 4, 1980 -3. J. T. Beckham, Jr. (Georgia Power Company) Letter to J. P. O'Reilly (NRC) June 18, 1981 4. Standard Review Plan, Section 3.8.4, Appendix A " Interim Criteria for Safety-Related Masonry Wall Evaluation", tRC, July 1981 5. Uniform Building Code International Conference of Building Officials,1979 6. ACI 531-79 and Commentary ACI '531-R-79 .i " Building Code Requirements for Concrete Masonry Sturctures" American Concrete Institute,1979 7.

Mayes, R.

L.; Clough, R. W. ; et al, " Cyclic Loading Tests of Masonry Piers,"1 3 Volumes; EERC 76/8, _78/27, 79/12, Earthquake Engineering Research -Center. College of Engineering, University of California, Berkely, California. 8. Research Data and Discussion Relating to " Specification for the Design and Construction of Load Bearing Concrete Masonry" - NCMA-1970. 4 i I Page 14}}

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