ML20203G951

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Rev 0 to Calculation C-295-7.29, Seismic Fragility of CCW Heat Exchanger
ML20203G951
Person / Time
Site: San Onofre  
Issue date: 11/21/1995
From: Appel J, Hanson G
SOUTHERN CALIFORNIA EDISON CO.
To:
Shared Package
ML19317C819 List:
References
C-295-7.29, C-295-7.29-R, C-295-7.29-R00, NUDOCS 9712180269
Download: ML20203G951 (36)
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Text

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i EC&FS DEPARTMENT oCN No/ PRELSA. CCN NO. PAGE _ OF _ i CALCULATION SHEET 3 CCN CONVDt!pON: CCN No. CCN. Pro}ect or DCP/FCN Caio No. t-t W 9.u ._ or SAM tu u.. E u.u, e sheet My s tatmata uit tu uit uv e ttinat a uit tu mit o q t a,. %,, s /$4ns m f + 'M $4 TABLE OF CONTENTS Section Page 4 1.0 Purpose s 2.0 Results/ Conclusions 4 3.0 Assumptions 7 4.0 Design Input t 5.0 Methodology 9 6.0 References to 7.0 Nomenclature 8.0 Calculations ii 8.1 Summary of Stresses 8.2 IPEEE Demand 8.3 Material Capacity - Shell & Gusset 8.4 Shell & Gusset Stresses 8.5 Anchor Bolt Capacity and Demand 8.6 Scale Factors and Fragility 8.7 Variabilities D F % w.) Appendix ! hwu-r s-o-e_u. s.s b e.%u ) Appendix II w ww-rw-t-u s., s = h To s. h w.c occ w mv e au renoce sommusi -a v w

EC&FS DEPARTMENT CCN NOJ "*= =" wo. o' - CALCULATION SHEET CCN COWEfBON: CCN No. CCN - Project or DCP/FCN , Calc No, t ts s.,. u Sheet 4-of Suth L t-3 u t. o, t_ s e a w ue EV mittMT OR Mit IRt Mf f KEV M14 thaf GR idTI IRL haff o i t. %~ %u /3I4ctm &6% f 4 1.0 PURPOSE This calculation develops a fragility value for the CCW Heat Exchanger (S2 and S31203MEr';1, ME002) to be used in the IPEEE Seismic Probabilistic Risk Assessment (PRA). .h 5 1

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EC&FS DEPARTMEffT CCN NOJ 5 "*m muc. PAGE _ OF _ CALCULATION SHEET ocw coneson a No. CCN. Prohet or DCP/FCN Caio No. ( -L9s u9 sheet _ s. __ of Sub>ct ta u u, e s um,, u u_ __ ggy metatmatga uit tu mit agy naratamfat uit Igg hit g c qs % %,,, //{(mm H es 2.0 RESULTSZ(QEJ,l/SIONS The seimic fragility value is: La Y tr. 3 f r. O. as

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sheet 1 of subject tca E, u u,..s u o _ arv asiasmata urn at uit ur anisinta mir int att g L v-b, c. /f4mth (, b M E o i 4 4.0 DESIGN INPUT 4.1 The natural frequene of the heat exchanger is 32 Hz and is considered to be essentially ri id (Ref. 6.2, sheet 12.1). 4.2 Anchor bolts are ASTM A-449, 2" Hameter [Ref. 6.3) 4.3 Safety Equipment Building f', = 4000 psi (Ref. 6.8) 4.4 PGA is expressed as averagt spectral acceleration over the i to 10 Hz ran e and is 1.43g at the SSE level and 2.869 at the 2XSSE lorel (Ref. 6.9. ecs = = ncv e wu e m m so m e t m . ~., _

4 EC&FS DEPARTMENT m woj m mN No. PAGE _ OF _ CALCULATION SHEET cen eauvaen MN No. CCN. Project or DCP/FCN Calc No. 5 -t n % t5 Subject LW % E wu..t u L Sheet 1 of gy an tatmate Mit 1H MTE KV aa ttiuTM Idit 1H DAlt I o it %A /kfAnuw 0+45 g '/ 4 5.0 METHODOLOGY The methods and table values provided in EPRI TR-103959 (Ref. 6.1) are used to develop the component fragility values. The existing qualification re) ort for the CCW Heat Exchanger (Ref. 6.2) is reviewed to determine whici of the original design stresses may provide the limiting fragility value. This stress summary is provided in Section 8.1. Anchor bolts, shell stresses at the support, and gusset stresses at the support are checked for governing failure mode based upon the existing stress summary. Fragility values are calculated in terms of spectral acceleration. The scale factor remaining capaci'y) is multiplied by the average spectral R ) of 2.86g for dXSSE as determined from the seismicValues f acceleration s ef. 6.9]. hazard curve developed from Reference 6.1. l = - . - em.c... mum i

EC&FS DEPARTMENT CCN NOJ PFEUM. CCN No. PAGE OF CALCULATION SHEET CCN CONVERSION: CcN No. CCN - Piolect or DCP/FCN Cato No, c-2-Ss iM Sheet 9 of _ _ Subject

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o at %  % Ahuwm k-b Ml E I + 6.0 REFEP.ENCES 6.1 EPRI TR-1039,59, June 1994, " Methodology for Developing Seismic Fragiiities." 6.2 S023-404-4 79-6, " Component Cooling Water Heat Exchanger," Struthers Wells Corp >ortation. 6.3 S023-404 4-110-1, " Support Details for Codponent Cooling Water Heat Exchanger, Left and Right End Supports." 6.4 CS-123-101, SONGS Design Standard, Anchor Bolt, Ret. O. 6.5 SCE Dwy. 23764-18, Safety Equipment Building Plan at El. 8'-0", Embeds and Penetrations, Sh. 15, 6.6 SCE Dag. 23627-9, Safety Equipment Building Structural Steel Sections & Details, Sh. 3. 6.7 C-295-4.12, Rev. O, SONGS 2 & 3 IPEEE: Safety Equipment Bui'iding Smoothed Floor Response Spectra and Response Es. 6.8 SCE Dwg. 23600-19, Sa'ety Equipment Building Foundation Floor Plan. 6.9 SONGS 2 & 3 IPEEE Report: Probabilistic Seismic Response Ant. lyses of Selected Category I Structures, ORATT, Neventer 1994. Je ny,, p ,is os SG 30428 f1EV O Mh4 (FOUOG.SO12FXXN-7.1S] [

EC&FS DEPARTMEt# CCN NO/ PRcLR CCN NO. PAGE _ OF CALCULATION SHEET CCN CONVERSION: j CCN No. CCN - Project or DCP/FCN ,, Calc No, C

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C. W ut, E=cuaouu_ KV an tatute uit IK MTE Ky m1&Inf ot i Mit 111 Mit o g t_ %~  % AN44m 64y gg 4 7.0 NOMENCLATURE RRS Required Response Spectra PGA Peak Ground Acceleration ZPA Zero Period Acceleration SSE Safe Shutdown Earthquake, equivalent to 0.67g PGA for the nrobabilistic response analysis (Ref. 6.9) Additional terms are defined in the EPRI Methodology, Reference 6.1 and in the SONGS Design Standard, Reference 6.4. SCE 2442s NV 0 E94 (Pl[FENNCE 80thXXN-7.15] _-m

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EC&FS DEPARTMENT m woj PRELM.ccN No. PAGE _ OF _ CALCULATION SHEET ces ccnmas.ou ccN No. CCN - Project or DCP/FCN Calc No. c - t9s i.t, Subjar* ( u3 u u, b c u ue uu_ Sheet r-g of Rif naratmaTOR MTE Ikt MTE RTY estarmATOR MTE 121 bate EI 4 l l l l APPENDIX ! Pages from Reference 6.2 l ses - av. m imoe.cs. somxm nsi

i n i I Q S

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A -- Shell Stresses Adjacent to Nozzles 3 B -- Shell Stresses Above Saddle Region j 4 , C. ~} Shell Stresses z i 1. Midspan Detween Supports l 2. Outside of End Supports N 3. Region Above Fixed Supprirt A ou D -- Support Fixture Stresses go 1. Gussett Stresses m 2. Dolting Stresses f m 6 i FIGURE 3.l_ p / 5 $4 (l$s h* 5 i y;M2 D. g 0 dNI re g g m

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1 Y @F' 'n h U .= y c. l, D ~ ~ C B A. \\ d jf o ~ ~ s0FPORTS (sliding) (sliding) (fixed) ,[ W M y; m .a COMPON.E_NT COOLING WATER HX FIGURE 3.1 e

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I-a STRUTHERS ORDER NO, 1-74-0 G-.32 4 0 4 I 8ffDOl#fS REVISION DATE PREP BY SHEET OF N 3.2 e 10/29/75 g / i-te-ra Ms 2. 3 !!j 1 @m 3.1 Support Reactions TABLE 3.1 Deadweight and Nozzle Load Reactions F F F Mx H H, x y 3 y l I Shell at A(2 > 2 9. 0' 58.0 110.9 5635 , 3502.._ _4241 Shell at d2 > 29.0 0 110.9 5506 3502 4193 Support A. 29.0 50.0 110.9 0 3467 n Snpport c 29.0 0 110.9 0 1467 n TABLE 3.2 Seismic Load Reactions,(3) 1/2 SSE Case At SSE Csse x y q F, F, F2 i f F Support ~ F i y A 82 8 i l52.Oi (24.2. ! 57 9 l0. 4' 74b 1 A 57.9 o 74.6 82.8 - 0 124.2 c All forces are in kips and me;nents in inch-kips Uote: (1) From Table 12.2 one can easily see that the worst case reactions are at Support A and C. (2) The noments given here are of academic valus as they appear in the shell only. ( tefer to Table to-1) (3) Refer to Table 12.2 , ;r, oz 7 Lf*14 _ _ __se i nyeo_ L pat Y I c. _LB - M P y S 0 21-40 4 7 9 - A r

um c_ m,,, y %o 2. + i STRUTHERS ORDER NO. 1-74-06-32404-4 Struthers arvlsIOn one j eg.nr sazzr Or 10/20/75 c#tD, S A 3.5 1 / /-t e

  • F6 844 t
3. 2 Summary of Stresses in shell Adiacent to Nozzles (Area A of Figure 3.1) i The stress allowables of Table 5.2 give a value of 18,300 p=!

( S.) for. shall material. l P3 = 1. 5 s, = 2 7,450 psi Q = 3.0 5,= 54,900 psi 3 21 Maximum Membrane stresses I i 1 By inspection of pages 9.1 thru 9.5 one can easily see 4 'l \\., that the higher stress values occur at Nozzlea Ny and N. 2 3,21.1 Maximum Circumferential Membrane stress (Seg) at sections A and B i 4 From page 9.4.1, Scire = 9046 psi < PL i 4

3. 2.1.2 Maximum I,ongitudinal Hombrane stress (sym) at Sections C and D From page 9.4.3, long =

9092 osi < PL, S S023-40 4 y-79.\\ Q j,

c- ~. T r yu 1s .STRUTHERS CRCER NO. 1-74-06-32404 f 8tful/l REVISION SHEET OF P g BY DATE .o i 10/20/75 e g AO E. ^ iu i i-a. - rs .hs 3 g-4-82 20+1 3 2.2 Maxinium Bending and Membrane Stresses The higher stress values also occur at Nozzles, Ny 2 and N for this came as can be seen from pages 9.4.2 and 9.5.2. The maximum total stress occurring at any section (A,B,C, or D) of is 20 746 psi at Section C. This' maximum Nozzles Ny and N2 l value is less than Q - the allowable. 1 .smax = 28,746 psi < Q / 3.3 Summary of Stresses in Shell other than at Areas \\f. \\, Adjacent to Nozzles. L a L From Table 12.2 it can easily be determined that the ( worst case stresses in "the shall appiar at the end supports. 'Ihe reason for higher stress conditions at the end supports l is that all nozzles are outboard of the end supports 'so that the end supports take a much greater share of the deadweight' and no zle reaction loading conditions. l -46/./-M-(o t

C-h t. b = t.t) U *1. L% h wi T. - 4 1-74-06-32404 STRUTHERS ORDER NO. ( StrutherS REVISION DATE PREP. BY SHEET OF 3 8/4/82 RAM 3.5 hhe weight of the heat exchanger due to. change in the design of the channel head increased at supports A & C from 819'29 lb to 82759 lb. This is a 1.01% increase in weight. To be conservative the stresses in the shell, saddle and anchor bolts will be ratioed by this t increase. From Sections l4.1.3 and 14.1.4, 3.3.1 Deadveight Plus Nozzle Loads Plus Internal Pressure. b Stress Intensity a 7591 x 1.0101 =7667<s,=18,300 psi 3.3.2 Deadweight Plus Nozzle Loads Plus Internal Pressure Pit $s Seismic Loads Stress Intensity =17099x 1.01C' 17271<S =18300 psi /_L\\ DBE: m Stress Intensity =22320x 1.0101-22545<c =25185 psi 3 .DBE: where CL = ASP 2 Section III faulted condition allowable stress CL = lower bound collapse load CL = Shape factor x yield stress @ 2000F For wide flange shapes, shape factor 21.15jSA-285 GRC, yield stress = 21,900 psi @ 2000F E I.?'S Ct = 1.15 (21,900) = 25,185 psi _,,ou.....e, 7.. _r_ ,_ r s. e 464-4-79-$& \\ no. u.

cm t.s n.m.t> %w t 7 l \\ STRITrHERS ORDER NO. 1-74-06-32404 k 8tf#lGTS REVISION DATE F . BY SHEET OF 10/29/75 ch h.s S 3.6. o / s-se rs sne S 8 9 't.' 3.4 Summary of Support Stresses 3.4.1 Deadweight Plus Nozzle Loads From Table 5.2. S,ty,,gy,= 18,300 psi From Section 8.1.1.4 of this report S = 5431 x 1.0101=5485 psi <Sailowable k max 3.4.2 Deadweight Plus Nozzle Loidi P1'uT Seismi~c Loads From Section 8.1.3 of this report SSE (DBE): S = 18551x 1.0101=18697<Sa110wable=90% Syield=27000 psi max % SSE (OBE): /3\\ S,,x = 14543x 1.0101=14689<SA11owable=60% Syield=18000 psi 3.4.3 Bolt Stresses 3.4.3.1 Deadweight and Nozzle Loading Stresses From Table 8.3, the maximum static bolt stress is 3,432 psi shear (at support) A). Comparing to allowable of Section 8.2.3: = 3432x .0101-3466 ps'i<S,13,,-15000 psi k Sahear 3.4.3.2 Total Loading Stresses Also from Tab 1r. 8.3 and Section 8.2.3 /

3. 4. 3.2.1 Deadweight Plus Nozzle Plus Seismic DBE loads S,g = 35515x 1.0101=35873 <.9 Syield=69430 psi 3

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3. 4. 3. 2. 2 Deadweight Plus Nozzle Plus Seismic 0FE Loads
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,= 26972x 1.0101=27244 <h Stension= 53333 psi /.s s "' "'"! L ' " ^ _ __ _ _ _- _[Y-[ W-__ _ 'N-__-- - ___ -

I EC&FS DEPARTMENT m uoj CALCULATION SHEET m %N m. PAGE OF _ CCN CONVERSKW: .CCN No. CCN. Calc No t u s i.t.9 Project cr DCP/FCN Subject CL5 W t., E s e u,.o uo-Sheet it-i of mir arv amusintoa mir tar att I arv na rarutom mir tal EE 4 l l l APPENDIX II Pages from Reference 6.7 ces - m a w pmece er>xw.usi

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