ML20049A383

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Responds to Request for Addl Info Re Reply to IE Bulletin 79-02, Pipe Support Baseplate Designs Using Concrete Expansion Anchor Bolts for Facility.Sample Calculations for Typical Baseplates & S&W Review Procedure NA-EM.1 Encl
ML20049A383
Person / Time
Site: North Anna Dominion icon.png
Issue date: 12/17/1980
From: Sylvia B
VIRGINIA POWER (VIRGINIA ELECTRIC & POWER CO.)
To: James O'Reilly
NRC OFFICE OF INSPECTION & ENFORCEMENT (IE REGION II)
References
984, IEB-79-02, IEB-79-2, NUDOCS 8101150114
Download: ML20049A383 (22)
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{{#Wiki_filter:- - - - - - - - - - - o l, -l0 g p 0 P (,'., uTn .c VxmozwrA Ex.ncruzc ann Pow'am CoxPANY Racmsown,VxmorazA saast g p r i l'? e December 17, 1980 Mr. James P. O'Reilly, Director Serial No. 984 Office of Nuclear Reactor Regulation N0/RMB:jmj U.S. Nuclear Regulatory Commission Docket N Region II License No. NYY-4 101 Marietta Street, Suite 3100 Atlanta, Georgia 30303

Dear Mr. O'Reilly:

REQUEST FOR ADDITIONAL INFORMATION NRC I.E. BULLETIN 79-02 NORTH ANNA UNIT NO. 1 This letter is written in response to your request for additional information concerning our reply to NRC I.E. Bulletin 79-02, " Pipe Support Baseplate Designs Using Concrete Expansion Anchor Bolts" for North Anna Unit No.1. You requested that we provide a more complete description of the finite element modeling techniques used in the evaluation at North Anna along with sample calculations for typical baseplates. We forwarded the description of the finite element methods in our letter Serial No. 910 dated November 17, 1980. The purpose of this letter is to provide sample calculations for typical baseplates based on the finite element methods used. Attached are sample calculations for a four bolt square plate and a six bolt rectangular plate. Also attached is the Stone and Webster procedure for reviewing baseplates, NA-EM.l. If you have any questions or require any additional information, please contact us. Very truly yours,

  1. 4.SylviaAC B. R Manager - Nuclear Operations and Maintenance cc:

Mr. Victor Stello, Director Office of Inspection and Enforcement Washington, D.C. 20555 Mr. Harold R. Denton, Director Office of Nuclear Reactor Regulation Washington, D.C. 20555 THIS DOCUMENT CONTAIN3 I POOR QUAllTY PAGES '8'10115 0)N @-

3 IE 79-02 BASEPLATE REVIEWS Sample 1. Tour bolt square plate Sample 2. Six bolt rectangular plate i NA-EM.1 Procedure for Reviewing Baseplates. { m___.____

'.o.ti:a. 11715/12050 huna24,1977 J 4 9 g ) PROCEDURE MR REVII'C'C 3ASE?T ITIS. S NA-EY./ O G e 9 e O = l I 6-l 1

w ..v TABI.E OF CC?TTri" 3 \\ l 'Section Pace ~ 1 ,1,0 Scope 1 2.0 Definiticas and.Te==s 3.0 Genersi Procedure for Reviedng Baseplaces 2 3 ~4 4.0 Si..plified Heded of Baseplate Analysis, P3 ~

5. 0 Dece==1:acies of Tensics Alle able, PAI.

4 6.0 Decev <-ties of Required Thi+ess, Treq 'd 4 7.0 Dece==1=ctic= of Stiffscss Estle, L /t' 4 2 Tensten Load,P 5 d 8.0 Deter.. dss:1cs of Mr m 5 9.0 Cusaccing ?:ocedu:= G1 5 '10.0 Cucset.'=g Precedure Ce 6 11.0 Cusse ' 's PE:cedurc C3 Pace Tables hable 1 Ancher 3c1: A11cedic Leads fer f'c = 3,000 psi 7 ccuc=ccc Pace 71ru-es 8 1.0 Revie.i Preced : 2.0 3cseplate Anchor Sci:: Lead Ratio Va. 5:d.ff;ess Estio 9 \\ [* l l s. e v n - -. ~.

i 1 l + <. i 1.0 SCC?E l. / This procedure is only appliesble to square or rec: angular pipe support baseplaces at:sched to ecucrete building strue:ure vi:h four or more Hilti hik bolts and only if the following assu=pcions are applicable: 1. Baseplates ad a=cher bolts were origically analyzed assu=ing equal bol: loads for applied t=sion and bol: loads for appued =o=ene vere calcurated assu=1=g the rigid baseplate piroced abcut an edge. 2. P M - - tensten and - * - =c=ents were applied s1=ul:s=cous17 3. Bolts, as origissily analyzed, were withis the tensten .and shear allevables presented is DCG-22 md dac ta= sics-e shear interac ics vas censidered. 4. Supporr =e=her and me=ber to basepiste c::ar2 ent s:resses are vi ed' alle. ble id-4:s for $c applicable desig: 1 cads. If assu=pticas 1, 2,==d 3, abore, are noe applic:ble to a particular basepla:c, this precedura c=s

111 be applied previded the L /t $ 5 1

scre d-ig s:ep is c=1 : d a=d the basepla:e is subjec:ed to the analysis described in dis procedure. C ~ 1.o u m m - L Dictmen fr:u c==prescien side of =e=her to firther: rev 2 of bol:s c= the cpposi:2 side, in. For rec: angular pla:es, use the L2 for the Icag d1=e=s an. d t. Plata

  • '-4 " ess, i=.

P. The c* u= t== sics 1caded bel: load esicula:cd by the Si=pid'ied Mc:hed, ib. P. The -s-- tenaien leaded hol: load ca?.culated by =ul:1-plying Pc by a load f:::or. N Total nu=ber of baltz.

PAI, A11ovable tencien 1 cad en meher bol:s, censidering shear interne:1on, Ib.

5 Applied shear 'loed per bolt, ib. SA A11cuabic shear land per bolt per DCG-22, Ib (reference: Tabic 1). t ~ d

s 1 /~') T A11ovable tension load per bolt, when no shear is present g / (reference: Table 1), ib. Distance from side of me=her to farthest rev of bolts on Li ,the sa=e side of the =e=ber, in. For rectangular plates, use L for the long di=ension, in. g Treq d The required plate thick =ess for a given applied moment, in.. [n The distance from the coe:pressica side of a me=ber to the nth rcw of tensten leaded bolts, in. N The nu=her of bolts in the nth row.. g Mg The me=ent applied by a =e=ber to a basepiste about the Z-axis at the sc=ber to plate interface, i=.-lb. M The vector sus of the t.ro me=ents applied by a me=her et the me=ber-to-plata i=cerface, in.-lh. P The tenaien load in a bolt due to. a sc=her applying a ta=sion - T nor=:1 fotee to a baseplate, ib. The -- %m censica bolt load due to M, in.-lb. g g 3.0 cr:iE7*L ??.cc.:.cv2 MR ?m'tr:C BAS?? tris (S"2 T*C~!r D If L /c f 5, accept en is. 1. Check L /c. 1 1 2. If L /t ;* 5, ealM'tc: Pa-(Sec Secti:n 4.0) g PAL (See Secti:n 5.0) - Treq'd (See Sec=ic: 6.0) L /c (See See:1:s 7.0) 2 7,32 (See Se.ctie: 8.0) 7 3. Check Ps belt load assinst a11cueble Pg. check'P3 a; d-cc 1.5 z PAL. If Pa< ?g go to

4. If P,7.yPg, Step 5.

If P.> 1.S Pg, re$cet baseplatn. 6. proeEdure (Sec=icu 9.0). If P,< 1.5 Pg, " gusset bcceplace per Cy

7. Check pl-te stiffness ratio L /t. If stiff =cca ratio is okay, 2

check pl te c. If not, go to S tep 9. 9 l 1 M ) -} i,

k v g, ?,e 8 If pla'te e fa ekay, acce*pc as is. If not ckay, guccat begepleta ptr G2 precedure (See:1cn 10.0).

  • s

) 9. Check a:1ff=ess ratto against upper 11=1c.

10. If not okay, gusse: per G3 procedure (Section 11.0)'.
11. If okay, check * - bol: load agal=st Pg.
12. If P=ax exceeds ?g, guase: plate per procedure G.

3

13. If P, is less than Pg check plate t and repeac Step 8.

4.0 STOLI? TID 1E--:.cn o? 3AsI?Tx I A:AL7 sis Assu=e pivoc at ce= press 1== side of y ce=her and solve fer.bol: 1 cads due n to an applied =c=est: + + + '+ >J -t- + + [r+ + l a l,. - h g a \\. Al mM M.y .e >)( u, '4 l ~ (--e-. Deter # c distmca fera c.~:creasicu side of===ber to each a. ree of bolts cu tesica side of =c=ber, M i cad / *2 L b. Determine the nu=her of bolts in each tcasica re.7, Ni and N ' 2 L Calculate the wa 'm bolt te:cien due to Mj by: c. fg My N /12+N[2 1 2 l u g r . -....... ~ - lt+ -^'- ~

\\

.4 d. Similarly, calculate the max 1=t=a bolt tennicu due to Mx. Calculate the bolt tension due to pull-out (+2) loed by: a. ....s ".[F FT , where IT is the total ut=ber of bolts f. Calculate the md bolt te= sten load, P, by: P, = PT+IF +P h w 5.0 DE I?2m Ancu c7 Tr s:cn At.c'.:Asu S a. Calculate the rs &. b. Deter-**c PAI, by: 3/5 ~ ~ ({s ) 5/3 pag, = TA 1-6.0 En-- mInArc 7 c? ?2c=7.2 ---- c.,;33 DeccH"e the vector ces of the =c=e=:s applied to the surfzee a. of the plate, M, by: M= P2+F 2' 7 b. Calc = late the required beseplate thick =cas, T,.eq'de. D : 7 e p i Treq'd us l i l 7.0 DE"I?MATTC'T c' 5""7"i253 ?.CO t l From the ge==ctry of the be=eplate, decer. ine the dista=ce fre:: i the cc=pressica side of the==:::bcr to the farthes

v of bolts ca l

the opposite side of the =c=her. This dict==ce, I,2, is illuctrs:ed I L. 1 [ l sr Y. ~ - -

  • ~ ~ -

s. . _ _ _ ~ _ - - _ - - - ~~ L : ~ ~ ~ ~

= 5 4 in Section 4.0. For rectangular plates, or if the attachment member is offset, always use the lonSest distance to deter =1se L *2 i Calculate the stiffness ratio by dividi=g L by the baseplace thick-2 ness, is. 8.0 DmfI2fr IC t 0? t'.8.G"i 2:sTo:T LOAD To determine the =a=i=um tensics bolt load, ester Figure 2 vich the

  • value of L /t for the basepla:e and find the correspcuding load fac:or, 2

P ax/Pa-z Calculate Peq= by: P P' x i m j i P =P maz s (Ps/ 9.0 cass u m c 21cc n 32 G._ a. Calc. lats the ratio 2'L. <a b. Escar 71gu=n 2 vich a lead factor equal to pat /?, and fd.sd tha correc;cs ' g vcitm of L /

  • s 2

. c. Si:c sussets to ob* '" a sec:deu =ccent of iner:da equ:.ralent 7

(*

to a plate vich the L /t de:c: d ed 1: Step (b) above. Use 2 7.3 e as the effe= 1ve width of p12:s i= b d' g whe: c21:=14:1=g the scetien ::=c=t of i=er._'s. d. E=t==d gusse:3 to vi-' ' two ti=es bol: Ad-eter of.each bole ~ cen:er l' e. '.. Crient gusset: to be w:st edfective in providing loed path !..a s the ne=her to the bol:s. f. Une the load f ctor of Step (a) above to deter ' e the ~~'---- bolt load, P;,eg. 3 Check piste, gueset, and veld stresses by applying P to ecch bolt is ce=cica assu=ed to set s1=ul:=necusly. 10.0 CUssI r c ?Recr U2r c, l If C 1= inv ked (beesuse t h Treq'd) e then the C217 Probles is pista 2 stress, not bolt loading: 8 3 ,, ~ .___.,,,_,_-.--n

  • ~E.,-_.__-

'~

y' U O 6 = Apply the Si=plified Meth:d bait isnds and recheck tha plata O. s tress, y b. Add ;;ussets, as required, to bring the place stress within allowable. CUSSUbG?ECCDU?.E'C ~ 11.0 3 If G h M ed Occa m L / acea de upper W c), bod bol: 2 3 load and stresa.in the pla:s are in doube: Add gussets si:cd to provide an L /t of 16.5 or less if 2

a. N = 4 or L /t of 9 or less if N > 4 L1=1t effec:1ve width 2

of place in be=d' g to 7.5 c. b. Extend gussee a less: t=o-thirds of dis':==ce fr== =e=ber to edge of plate, veld,gusse: to plate a=d me=ber, orie== . gussac to be effective in providing load pa.h fres =e=her to bolt. N. 1 e 4 0 T 0 e---- ,w --.,,w,,. e-- we,-.w - - ~ - -

u r,. = e. s '7 TABLE 1 ANCIOR 30LT fl.LOWADLE LOADS FOR f'e = 3,000 PSI CO *C?ITI I ~ STD-l!S-13-3-1 Eilti Kvik Soit Siza A11cuable Locd in Lb A11cuable Lead in Lb M' ' ~.:n (d) Tension (Tg) Shear (S ) Tension (T ) Ecbed=ent, In. A g 3/8" 700. 700. 950. 3 1/2" 1000 1000. 2185. 4 5/8" 1500. 1500. 2145. 4 3/4" 2200., 1800. 3525. 5 7/8" 3000 2200. 6 ~ 7. 1" 3500 2500.

5710, 7

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I pe l N A - $.1 'PROCE3URE FOR 12EviEW1MG. SASEPLATES 3 REVIEW PRCCEDURE E% AMP 1-E i S d N tl 4 ./4 Himi KWs x. BotT5 Pt yg x 13 x 13 utTs Y h-m,e,- LOADS ON BASE PLATE FRoM Tat M'=.M5E no $1=. F* = 656 A - s lT t, F. = 6 54 & T M ts i. F = t 2.15.% .r,(-r_ 'S r y. Q .o i 'N M = t 3,300 in-E ,- iy 3 i. iy 14 = 5;273 im-E 'f FRoM GEOMETRY H,= t.\\5,141 k-4> w L, = D._ l.g 4.5 = 2.75,, => 1 2 L = n.1 5 + 4_5 27 25" 2 j, as 3. 27 e j [ 2' STEP I. CH ECK Li t. a 2.,s. g.s, s =. C O.5 n 34 P,(T g,, L-f, P STEP '2-IF t-i/ '/ 5, C.Pt t-Cu t.gTE 3 ~ 2c. C A s.c u t. ATE P A55MtN's MRmmb AT co e GtN SC E 3* g Ex t.AtNED tN SECTicH 4.0 OF Tint t4943ir Q., AS e n "DE TEli'MidE ttSTedCE FROM COMPRE55 tot 4 St.DE OF "iFiG 'MN'SC 40 CD E ACH Eow OF SOLTS ON tTr NSiCN StD$ 43 StMCC lt4 THIS 6Ae4PLE O Nt.Y oeJE Row OF~ SotT5 55 ?RI.55ir 04 THE 7E.45sor4 S tt E. o N t.Y 1, Nctrs To Su cat AneTED A, = 13/2 - 1 5 + 4 72.

  • 7'26" N. _.._.

c. 1 P$ ~7 12EYnEW PtoCE.1,02E F_y, M P L E i CCNT. 3 HO. OF Ecu-t's tH THIS 1t04 = 2. s A4D % M Ax,tr4 u ed act.T TENsiota rue.,o My 7 b = li M My P y ~ M,2 N ti i e0 5273 23725 is 364 h. = is 3 (Sisa Smii.ngT % = 1_L.J. u neis sc e wsio 2-g, t,s Ni ls A c.iecouaa new.st.R. L. t:55 net csAN(.rE) is,ivi = r-237 25 y as 1,0 4 4 11s. s' = 23 Caucotems Bot:T TE8Siod "Dus. Tt> WAD Putut% %E "Pi ATE. 2s 656 P7= 5 = Y h me = 164 30 MAXtMOM 30tT h 5 tom P=P+P q+PMg g 7 P = 1644 364 + 10% S 3 = Ig 12. Ib 36 37 2 13. co'co'4Te T' u 3 39 M TE.Mir4E A T' PLIED SH 6.62 IN BobT 4r pgg, 7O p ggjL ggq g ggs y Agi,5 , s. y 43 4 5'A AL Atoe46 7 Axis h e. tu t-23 .= as 4 46 -p w

F'2 L 'E E vt E W PC:x ED0CE EMMPG 1 (CONT.) T>oE-To M 3300 3 = n7 w n 45 wiTn E An3 vsv F O l d

  1. \\

16 4 16 4 hr is a 9 a B3 =

83

= 54 Set G7 CS 16 t i 17 b3 1h1 f~e.c m T A s s. s i of: 14A - EM.1 23 % = l BOO'M AC T = 3525 A A $ = C@ 0.15 7 SA 1600 tb O I~~ A ,5 2 5 r _ (0,13,) m,,r n = 1 30 y = M1b b 2 c.. w ewat T 35 7L1 SS 37 '2. 3. V T 7. n / 2 "2.' =. g5273 +. 15mt 16 033 m- & - = et = J160331 T tm' kh og = o.303 " '

i f9 TEVtEW PR ocE30RE EXAMPLE 1(C04r.) 3 2 d. C RLcut ATE L1 T s L._.2. =. 7 25 t o.5 to il 2 e. DE.Tu mu4c Pg i cos fig. 2 OF NA-EM.i IS - h = o.gt uSE MtHtMUM OF l Ps (. mW-S Et = \\,512. x t n 24 = 1,5 7 2 h- ,S 24 21 STEP.3. CH Ece. P SoLT LOA.D AG Audi,T AL'onABLE P 3 g 7 = 1,512 & (FEoM P%E ~2_) 3 e = 3, *2e a oe ast 3) m ~

f. P =1572 4 3,4 2 e, = p
o. e.

5* 3 gu 36 SKtP STEP 4,$~, AND 6 . SIN CE 'P l P ~ S 3g STs.e 7. c.atcx PuAre s T o r m =_s s R A rt c L2/ /C Ly, = \\4.5 4. is.E (su ris. 2 cr as-em) t.= o.5" > o 503"= Tg. 45 46 =

c. ' p g 5-i TdEvim PRoce DORE ExArnet.E 1 (cont.) STEP 6 S tNCE.

t. > Tug BASEP LATE.

IS

0. K.

e 9 ~' STEP g, t 0, i i, t 2-ArQ) 13 NOT REcutRES ioR. TWS BMEPt.e TE 13 14 IS cosct_usica.. -- Ascace siers As3 saiEPLATE BEE ACCEr-TA3LE 17 It IS 20 C El 23 24 ts ~.- 26 27 28 29 30 38 32 33 is 3S 36 37 So 39 40 48 tt 43 44 CS CS .--,,.,---.,,--n -,.,,,..--..,.--,-.,.-.---,.m

~ p.a L, WA-Et4 1 'PeocEDURE FoR REVIEwiHGr BASEP' ATE 5 3 M Exame'E 2. 6 Bours ixi2xis nam 3/ " H t 'Ti wwie souT3 4 7 l 35 g roecE.s os. snsEP.a3 l 'a l T 'F =r-6'2. i L.s g' i-a, Y ,3 F 264 - 2. = i.5"5 F c)t6 = ,w 3 i, g,. S,. i.s '. P9- '25 t 63 tN-t 5 i.s y =118968 x M % = B + y = 1o65 M g -- \\ S 4'E S L = a 95-i e ~2 'S l ~ Tu-3. STEeI cacc.e Li/t. a. L.!. ::. 5_:17 = 5.75 y6 2. k I po L 4.7 5, CALcot. Arc P, P, Tg, t.y,, P, STEP 2. SiNce y 3 33

2. a...

cat.cumTc F3 Assorniac, h.m i Pivou Ar cer4 FEE a x Sins or tot.msva. SS "DUIERM ist. DISTA 4tE Am CCt49 E E55tc N ScE -- t Tni t 4 t.t S t.i 2 T"', Eftte v.:.A CF

d. t

,s w itrJsios.1 Sc6. Co d

2. 2.5 '

N o'^ 9 E d. OF 304-T5 "4 Osw 1 M1-1 i ce 1

10. 2 6 "

blotnBCE 0" Bot 's it4 Row ~2. t4'::.= 2.. 3 2 44 CS 46 k

P9 / 9 g AMP 3 5, 1 (C O NT.) 3 Vm3 - .I.2 M (MAximus Bot.T TEy5c4 NE. 4 3 N1E[fM2S2. 1 10 2 5 v. 2 0 1 6 6 s 2. 2. I \\* 10 is es \\'3 t t 93 i4 Foe Ms M: MENT 4, .1 + M is ~2. 2. w. sr , s.15 ie N1

== ~3 -{ PMg = k M 1. M7-6 *~IT X \\bM2-b ,l 3%

751, 2S as 910

.(Le ar = e 29 h 10 3i s 6 'l 7 6 34 a 106 Ils - as = 34 Py + Ps 3 +. Pm. P = 3 \\c5 + \\31' -t-9 t 0 se = 4o A.b ~~~ 42 43 ,44 45 44 e

P3 4 2 1. C A LC UL F\\TE PA L MlEEMt N G. APA\\ED S H E.AR 1 r4 DOLT 1 s TME To F= 2L6 = 153.& A% 8 bis 3 c 1 s 47 ldo ALoos I. Axis 7_ = so - g hE lo M y -- I876$[62_,,4,5 er k % 8 -t 6 x 4 5* 456 m/smt = es a W[ A 6= 47-t 4% $5 153 -t-456 s.B. 91% N, cj.lb ao p g33g as = Gs3 S as I'~520t4 TABLE t OF t4A-E.M 1 as "T = 3525 A S = 1B00 h A A as ET .~y.g AL" DD ~ as g 3o .31 %t= 3t60 A.

  • ~

33 34 2 c. We TE $2MINE l nqld as 6 3e T wY 'g, II [I l j2Sa6s~r i s42e,-

  • a

= i 3366o '.Ak i = 43 1 C4 c5 40

P uf'q r lML T%d-2 4is _l 5 366Q' = 41'6

0. l 4 t

= iO 2 d. C.Atc.V LATE. Cge M I9:_75 = \\ o.~2.5" i< 's 2 e- 'DETE.atA'NE . Da g ~ is EJ hMAY MAy = Ps tt .h2 =- 10 26 PsAs l.o g. R E-L 3 a< as

  • )

Pgp3 232C,31 0 CJ = = 2535' .A.b 30 si GTi.P 3. CHECK P EcLT LDAD AG4sgsy Auw wAsus P 5 .At ss P :~- Q16 (Feorq PAG 6 2.) S l P = s,seo (. veer paa 3) su l = P

0. g.

5* M1b ,1 60 P gL 40 SiNCE P4P Sw STEF 4, 5, Am 6 3 4 43 de \\ AS 48

n pg go-l bX AMPLE 1 (CorJT.) STEP 7 CHECK ? LATE STi FFr4ESS RRTio L2[t La = 1o'.2.5' e GWcE L2 is G REvvTER. hs 9 2.(ses nr. 2.) e seie STEP B AMP.Go Te STEP 9 13 STEP 9. crEtt Pi_ ATE snvFHESS ratio Lg ACAiNST uPee.e t.i ei r. 17 L 4 15 (wa is T4 uma usir 2 = to.25 Siscs t. OF STsFF4ES5" R A'iTO.TJ (- AS5uRE h sgi.5.ssI.6c.( P3 SKIP STE.P to A@ G;o To STEP lt 24 6TEP ll CHECK MAX t MUM BOLT LOAD AGM NST P AL as k7 P. = 25 35' h. (FEos PAGE 4 } 3,t 6o A ( Feom PAGE3). P = g t'P ._4. P soe STEP t 2. rox 3t 34 STEP 13 cascc PtaTE Teictetss 3. t= g" 3. Tg.Jo.A4

r. >

4 ~ 43 CONCLosiON. Ar4csoe SoG5 At4D EASEPLATc. AEE. ACCEFT63LL <s 46 ( d}}

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