ML19210A479

Forwards Response to NRC Engineering Branch Informal Request for Info Re Spent Fuel Pool Structural Analysis.Clarifies Response to Item 1 of Util 770524 Submittal.Graphs & Diagrams Encl

ML19210A479
Person / Time
Site:	Crane
Issue date:	07/21/1977
From:	Cindy Montgomery GENERAL PUBLIC UTILITIES CORP.
To:	Zwetzig G Office of Nuclear Reactor Regulation
References
NUDOCS 7910300516
Download: ML19210A479 (25)

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2 : s.- r - - .vs e,- :- <-.:; se t-ns c-r -r .n c.. _.. _. - - .wse =-,.-:4 =; -~~ :7. =,m.. m -w, ~ e cms savice corporeoan p No C e f M9Hoac y$f ^O -0.J.89 % s opa* v New Jersev 0704 5 2c 2c3 c!km f 43-July 21, 1977 Mr. Cerald 3. ::vetzig Project Manager Thran Mila Island Unir i D.S. Nuclear Regulatory Cossaissica 6 Washington.' DC 20555

Dear Mr. 7.vetzig:

.\\ Enclosed please flod information concernian the spent. luel pool structural analynta vMeh usan infornslly requested t,y Ltme Engineer 1r.g Branch. Operating Reactore Division. U.S. Nuclear Regi 1ntary Cocaission. This information serves to clarify the information in avr response to question No. 1 of our May 24, 1977 sutzaittal. i very teuly yours., }l/ths' -- . R. Morggome \\ Project Manage CRM/Dt!R/ab Enclosure 1491 081 All S1 lV l o .' J 1 7910800 8/6 g u

T11REE MILE TSTAND NUCt.T.AR STATTON INIT I Erf:NT TUrt POOL NDITTCATTON KQUEST FOR ADDITIONA!, TNTURM4TTON Pretace the latter of Ksy 24, 1977 (cQL 0703) to R. W. Raid of the USNRC f rom J. G. Herbeln of Metropolitaa Edison Co. (Het Ed) provided a response to a USNRC request for additional informtion related to the ut1=1 spent fuel pools. The response to ';Quentio.1 #1" identified four (4) local regiona of the apcnt fac! Pool complex (pools A and s. seu rigures 1 and 2) which were denignsted as

• • Critical Sections 1, 2, 3 and 4."

The overall svaluation of the spent fuel pool complex was based on a general 11near elast.Le uncracked analyuls as reported in the May 24, 1977 submittal. Suheequent to that nuhmittal, discunninne virh LSNRC personnel resultad in an iniurnal request toe additional information. An evidenced by the responses contained herein this additional infory.ation focuses on " Critical Sections 1. 2, 3 and 4." Questien la For Critical Fection I, verity that the pool slab can withstand load combinations

a. b, a & f, assuming i, way slab action in the East-West direction, Renponan The beelc loads and load combinations applied to the sisb of rool A are tabulated below:

i vertical Pressure Load on Puol Slab casamen t D 5.21 psi S' thick concrete F 22.29 pai hydrostatic j L 0 negligible { F.g. 1.61 psi hydrodynamic seismic inertial pressure E(2) 0.79 poi concrore and fuel rack seismic inertist load l 1491 082 [ 5 =w i - a + N

load co?.ination n F E knad_inLQs.1) a 1.4 1.4 1.7 38.5 b 1.4 1.4 1.7 1.) 43.1 e 1.2 1.2 1.9 37.6 i c.9 3.4 35.9 As illustrated by the sbove tabulation. load 4.-2bination (b) is Lhe cent rolli is combination (43.1 ymi). Cnnsiderine, a unit strip in the reist-West direction, conservative upper bounds can be estimated for both the nerestive and positive bending =>menen. Considering first the negstive moment and referrinr. to rigure 3. the maxiwas negati<c moment is -563 f t-k based on a center to center fixed span of 33 feet. With reference to rigure 4 the maximas positive moment la +608 [t-k based on a cienr simpic span of to fest. In addition to the bending moments, the fqximum in-plane axial forces conservatively based on the linear elastic uncracked analyses are as follows: combined lusd Mswinum Force k/ft 5G a b 66 57 e f 36 in accrion ] These axial force estimatec are evnservative nInce the Incal cracking vinald have negitgible effect on the axial forces (based on otsatic analynia) in the East-West direction. The combication of maximum negative socient (-563 f t-kips) and maximum axisi tension (66 kips) is plotted on Figure 5 (interact Wn curve f22). The combination at uswimum posi tive mnment (608 ft-kira) aitd maximum axial tension (66 kips) is plotted on Figure 6 (intersetion curve #23). In both rasca the required capacities are within the available capacities av represented by the interaction curven. Therefore, even disrer.ardinr. the substantial benefit of two-vay action the siah of Pool A is satisf actory for load combinatione a, b, e and I. The region identified in the my 24. Iv77 submitf A1 as " Critical Section I" 1G shcreet in Figure 7. The internal forcen and moments predicted by the clantic analysis indicate that nominal crackinre and redistribution will take place locally in the vicinity of Critical Section 1. 4ch localized effects vill have om @b$$@r l@, D D mE _f - M eme o e 1491 083 9 =, e e O C

a negligible effect on ene overall response of the apsat fuel pool complex as predicted by the clastic analyses. The integrity of the liner in this region an af fected by cracking is discussed in response to Quest 1an Ib. Question Ib Verify that the ersch vidth at critical Section 1 will mot result in damage to the posi Itacc. F.e sponce The maximum tenaile ntrain in the liner of Pool A has been estimated en bc 0.Culh in/in. with no credit given to compressive strains created by the t he rmal conditions in the pool. Although nor applicabic, this value can be compared with ~ liner strain allowabica dettned in the ASME. Sectiva III. Divistaa 2 concerec containment code. For example, the lowest allowable tensile strain upccified by. tbe ASME Code is 0.002 in./in. for membrane conditions due to service load categories. Since the maximum pool liner strain is within the asomt stringent containmwnt ifner allowable strain, the integrity of the Pon1 A linor la not a conceta. This for comparison is not intended to Laply that the stringent allowahle strains containment. liners are approprinto for spent (uni puoi liners. Question 2a With regard to Critical sectionn 2, 3 and 4 verify tha the required section espacity does not exceed existing suction capacity for load combinations e, d. g

• and h, neglect 1ac thernal loads.

Responss The regions identified in the May 24. 1977 submittal as " Critical '-mettona 2, 3 and 4" are shown in T1 cures 8. 9 and 10. Tablen 1, 2 and ) provide required capacities for load combinations e, d, g and h (neglecting Lhurtal IO8ds) for Critical Sectionn 2, 3 and 4, respectively. Comparison of the required capacitics to the available capacities given in Fir.ures 11, 12 and 13 indicates that all available capacities exceed required capacities. t O .-e 14511 [)EllI 5 -e

' ~ armotreo. P A. { Three MilcI Talartd fiiscl'ema Statio[UnTi ~ } /,,,.j ~'- ~ ~~4",'"Es%. b TABL B*./ - d"mus <Sc7:.ew.2 ~ n,, ~ *//.E' 7 7 feeof,eeo Cmncnvss -- ~~ u..: a.:.: rA,/,7 acsuLTS $ pdm 2 Load D F L E' 1, l g x g g x_,k,,, F T FL - Fx M F M F, 1 M, ( ,,M i l l . k 'e I 486 +1.1 +1.4 +3.0 +2.1 O* "O* +2.4 -1.5 _1,3, +1,g_ 489 -7.4 +1.1 +).a.4 + 3.6 -0.6 -0.4 4-7_.A_ -1.6, y7.8 +0.7 M3_ -3.5 +0.5 +3.9 +3.3 -0.4 _0 _ t t,2 -1.8. -4.8 +0.3 I t g 495 -9.3 -0.9 +4.9 +4.5 -0.8 0 +13.7 -1.9 . g., 0.7 Sum -19.1 +2.1 +15.2_ +13 5 -1.8 -0.4 +31.1 -6_.,8., -22.8 +),J._ Avg -4.8 +0.5 &3.8 +3.4 -0.5 -0.1 +7.8 -1.7 -51 %)_ 3 j t Combination c, d, g and h with no thermal load. 1 i c., U = 0.75 (1.4D + 1.6F + 1.7L) i ' t Fa = -1.7 K/ft. r. .Mg = +5.3 E-(t/tt t d. U = 0.75 (1.4D 4-1 4F + 1.7L'$ 1.9E) s-a s l t ~ I F = +3.9 ~7.3 .K/ft 2 .Nx ".+4.1. _+6.5,, g.g cf g e ,. _ ;.., _. 9.. .l...._._...,. g.. m. . : g... U = n + L f. E' + f F, = +6.3, 9.3 K/ft. M, - +2.1. 5.5 K-ft/ft 4 A' 390 ma y. gg.,3 ~. = pg y;& u 3 l e 1491 085 -e

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a Load D (BL1) F (zt3) L (EL2) E' I, (31. 19) T F.', F, M, F, M, F, M, F, M, F, M, 1144 -1.7 -7.1 +9.7 -9.1 -0.4 -0.8 +32.9 -29.8 -3.0 -37.8 1245 -0.4 -11.9 +10.2 -3d -0.8 -19 +47.7 +3a.0 -4.7 -50.5 1159 +0.9 -11.4 +4.8 -B.6 -0.3 -2.1 +39.1 -20_.3, _- 4.) -12.1 1140- +4. 0_,.16.1 +5.9 -8.2 -0.6 -3 8 + 5,4,. 9, f41.1 _ -6.3 -45.4 1174 _+ Lf._ -10,5_tL9 .-8 8 .-0.3 -1.7 +42.5 -23 7 -0 0_. -26d f 1175 +4.7 -25.7 +6.0 -8.4 -0.6 -3.4 +56.3 +37.5 -7.6 -5L1 l 11_89 +8.7 -13.1 +0.4 -9.1 +0 3 -3.0 +63.3 - 14_.,3,,-21,8 iL)_ 119G +14.a -28.5 +2.0 -10.9 +0.4 -3.8 +72.8 +36.3 20.0 -29.4 Sum + 3_2,. E - Q4J +43.9 -q6.J -2.3 -20.5 +409.5,,+6 4_. 2 -73.6 -261.4 Avit +4.1 -16 8 +5.5 -8.4 .3 -2.6 +51.2 +8.0, -9._2 -32.7 Combinatico c. d, g and h with no thersial load. c. U = 0.75 (1.4D 4-1.4F + 1.7L) i F,- +s.7 une Mg = -29,7 K-ft/ft l ~ t fMN i pgk ~ 7 1491 087

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3. *U = D + L

• E'T F,- 60.5. -41.9 K/ft M, = -19.8, -27.8 K-ft/ft h.

U = D + L + 1. + F F,= +0.1 K/ft H,- -60.5 K-It/ft 9 l ....... { J 1491 088 +w ww e O w C

. m....=..w....:._~~~" ~~---e--, - - -;~,-...~. ^ ~- ' siAoiNG, # A. f Three HIle Teland trucleat 5taeiem iTaie l. ~,{ 8 J 7;98LE 5-CanomJamwd "iW"cm,.. ~ ~7/f 3 /7 * aase ' ~ SG$U/J?.52? 0,47/?C/??G5 ~ ~ c=c~ ~ t.J. Ms,x esse WiM/72 Section 4 had D F .L E' g, '1 Y I y F y F y F T y y e 216 -28.5 -1.6 -3.8 +4.7 -1.7 0 +36.8 -7.1 +8.0. to.1_ 235 -28.8 -4.1 - 1. 7 +4.5 17 0 +35.1 -4.9 +8.4 -0.1 _,37 2, -8.8 + 8.0 +0.1 236 -28.7 -1.2 -3.7 +0.4 -1.7 0 + 217 -27.5 +1.3 -3.9 -0.5 -1.7 +0.2 +34.6 -9.7 +7.6_ +0.1 218 -24.7 -0.5 +0A +4 9 - 1. 4 +0.1 +35.1, --9. 7 +7,4 -1.0 237 -27.8 +0.4 -3.8 -1.8 -1.7 _40.2 +3&.9 -9.1 +7.7 -0.8 Sun -166 -5.9 -16.3 +16.2 -9.9 +0.4 +216.7,-48.3, +47.1 -1.6 Avg -27.7 - 1.0 -2.7 +2.7 -1.7 +0.1 +36.1 -6.2 ., 6.9 -0.3 + Combination c. de a mad h with no thermal load. e. tr =. 0.75 (1.4D + 1.4F + 1.7L)

F.= -34.1' K/fe M '= +1.9 L-r t/ t r.

y d. U = 0.75 (1.4D + 1.4F + 1.7L + 1.95)- Fy = +0.2, -48.4 K/ft Mv - - 5. 9. +9. 7 K-ft/ft G At 310 R K W. 90 72 m. a.. y o 1491 089 w

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Question 2b When conaldering therms 1 loads due to T, verify that load combinatione e and 6 are satisfied. When considering the of ects of Tf demonstrate Llunt at the critical sectione the concrete stresses da not exceed 0.M5 f and the ret,ar e. steel strains do not exceed twice the yield strain. Deannstrate thae the crack width at these critical sections will not dannage the liner. Discuss the effects of redistribution of the forces and moments in the structura at these critical sections where the cracks occur. i yrsvonne-When conaldering the interns 1 effects due to the T, thermal "Innd" based on linear elastic uncracked analyses, load combinations e and d are not satisfied at the loca11 ed sectiums 2. 3 and 4. The internal forces in those rer,1one which would try to develop in response to itae thernal'" load" (either T or 74) vill result in er,acking of the ennerece. A description of the cracking for the three o (3) local regions is as follows: A. Scction 2 - Vertient cracking of the wall below Fuci 5 is produced by bending and axial tension. Since the region in which crackine. occurs is remote from the pool, the cracking does not ef fect the integrity of the Poul B 11nar. 5. Section 3 - Vert feal ceneking of the wall la produced by bending, and axial tension. The liner la la compression as a result of the combined effect of thernal and mechaalcal loads and. thus. there is no dent.er or over-neraining the linor in tension. C. Section 4 - Horizontal cracking of the concrete of Pool A is produced by combined bending and axial tension. Ar. sin, both pool liners are in compression and there is rn dangor to the liners. An estimate of the everage atrains in the valls due to T for sectione 2. 3 and 4 o can be obtained using the axial tensions predicted by thn niantic analyses. Section Axial Force C 2 +284 0.000090 3 + 77 - 0.000025 4 +150 0.000048 Where c = r/AE

f. = Axial Strain F = force in Kips A = Axial area = 5' x l' 3

.r, = 6.2 x 10 kaf or 4.3 x 10' psi 1491 091 9 h, h ; ,'u ji bd w e-6

s y -. ~ ~ ~w 3g --. .3 ;;r_' Although the concrete in regions 2, 3 and 4 cannot sustain the above strains and cracking will necur. the twoulting straine in the reinforcement subsequent to concanto cracking are the same order of magnitude due to the physical constraint of the local re-toes by surrounding structure. Furthermore, se con be seen in Fiaurus 8. 9 sad 10, the redistribution of internal forces as a result of cracking will tre confined to the localf red areas shown. Itence, the thermal loads are dissipated at very small strain valuon and the structurmi integrity _ of the pool complex is adequate. Specifically considering T' combinations for sectione 2. 3 and 4. the axial force response is tenaton in combination with bending. Concrete cracking in through the thickaeas with the liner in comprassion due to the direct thermal " load". Ilence, cor.erete compresstat stresses (or strains) are not a concern in the local t ~~ sections 2. 3__and 4 _. _ _ _ _.,.. ~.......... _ - -,., -. Although the reinforcing steel strains would be dif ficuir to esleutate accurataly, an upper bound thermal axial strain ralculation indicates thats c = at x o = (199'-67') x 6 x 10-6 = 0.0008 in/in 8 which is small 1'n comparison with the reber steel yield strain.. With regard to a discussion er the redistribution of internal forece and moments doe to thermal "Inads", a schematic representation of section 2 in illustrated ~ below " HOT" COMPRESSION A Partion (Suuth wall of rool 5) TORCE5 .~. ' "CDLD" TENSION B Portion (south vall below Pool B) In this case, because of the temperature distriburton, the B Pnrtion restrains the A Portion. When vertical cracking occurs in the B Portion. the tensile forces of the B Fortion are reduced and also relieve the compt.,sive forces nf the A Pnfttan. Rocause of equilibrium requironentr. betvcen the two portions. Portion A will never go into tension, and the tensile strains in the B Portion reinforcement vill not exceed the previously calculated upper bound thermal aximi strain. h +- ---m-1491 092 e h

m...._- The above discueston or section 2 ta directly applicable to section 4. To section 4 the c-a wall between the two pools is " hotter" then the west wall of tise two pools. The middle vall is analogous to the A Portion above and the west wall analogous to the B Portion. Sectinn 3 to similar but m>re coeplex. Adjacent structures abutting the north end of Fool A below section 3 creates a cogrenne u axial condition below section 3 (analogous to A Portion described above) with section 3 in tension (analogous to 5 Portien described above). .E. _ r. _3._.,. _ TU)flIl[)I['~ .g**ID U a cw 4

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