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{{#Wiki_filter:=- t e .I l 'a Wlgg i 1 ') l TE!f7ATIVE PLAN FOR THE SEISMIC REANALYSIS OF s THE CRITICAL STRUCTURAL SYSTEMS j % 'O OF OY3TER CREEK NUCLEAR POWER STATICW UNIT 1 .' 4 "i +} ~ . q .* oi en, S. M. Ma ?MLC ' ECG 1 August 2, 1979 er)a \\ l E' Te, .;.:uQ .~ 4 g .=d 4d t:nga h .{ - a Wm . 4:. y' ..) 4 4 ll 4 j i. ,1 ) e b 1 a i 1 '4 i 1 q9081401^'A s e1.gr-N s,) t o %.% s) .D ^
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-....y,, i 4 ( e ' t..i c y ;_ l. INTRODUCTION t 9 i ( Presented herein are the tentative plans for reanalyzing the criticai (seismic Class 1) structures of Oyster Creek Nuclear Power Station Unit 1. t .L?r t The object of the reanalysis is to descristrate whether or not the seismic wy +N' hjif loads and criteria previously used for the design of tnese structures are
- 4
+.T. I indeed conservative as evaluated by the available current analytical r tools. The selected approach is to come up with new seismic loads (shears v:%. ,. y.fy ']f-J and moments) by first eciploy'ing simple conservative models, If any of the t l _,l(: 1 . -,G4 { seismic loads obtained free these models significantly exceed the design l~' f* "second step 'will be to use more refined models, hopefully, loads reduced,seis: sic loads would be obtained. For example, in the area of ) soil-structure interaction analysis, the half-space or lumped parameter 'h 5. 1pproacl. hl be used first; t if seismic load results are too high, ~j;- a .c suitable finite element approach will be utilized next. The detailed analysis plan for each critical structure will be addressed separately in ' [.. the report. The previous analysis technique used for the design of each structure will also be described briefly. kN 3 Y 3% .,~ 2. CR'TICAL STRUC~URES TO BE ANALY2ED <.j) C..
- he major critical structures concerned herein are the reactor building, Of.
]n the turbine building / control room, the ventilation stack, the cor.densate storMe tank and buried pi;irg (14" diameter emergency :ervice water lines). .)'?"b ,4)* A to ,,7-
= _. _...... _ _ _ _ _ ______..___. .2,;_ i I a WN$ :;; 3 ANALYSIS GUIDES l NUREG/CR-0098, " Development of Cr iteria for 3eismic Review of Selected i k Nuclear Power Plants" by Newmark and Hall will be used as the primary u j-t guide. Additional guides mainly in the area of soil structure interaction i analysis, buried lifeline snalysis, and above ground vertical storage tank 1 -.e analysis are cited in the text and listed in References. d t 4 SEISMIC INPUT . !?, - -4, 5 y.Q. As the site-specific [nput is not available, fot* the time being the SSE 4 7 u-efined by CE Regulatory Guide 1.60 design spectra will be used. i in ',b l I.this phase of analysis, the emphasis is more on establishing suitable 9
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l1 analysis models. Once this is accomplished, reanalysis for various .? J ,;c ,9 : i d .f, + t i*e i seissi loadings will only require input changes. 1 'l .. ;;3 J - 3., S. COMPUTER PROGRAMS 7.} 1 q For the contemplated linear analyses, the general-purpose lir. ear elastic j a i CAP program is available on both LLL and LBL systems. For nonlinear soil-structure interaction analysis, the FLUSH program is also available on these two systems. In half-space soil-structure interaction analysis, the use of concentrated viscous dampers at structure fount:ation is requir rd. Presently there are no damper elements available in either L.L SAP or LBL SAP progna. A program modificatien is therefore necessary. Alternatively, ANSYS progrss en Boeing Ccmputer Syste s can be used through EG4G/ San Ramon's cosputer terminsl. e ). .1 e.' .?* - - - ~ = ~ ', ' ' = = ~ ~
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s '# N'6.. CENER ATION OF FLOOR SPECTR A Floor response spectra for equipment / piping design are generally dererat-d by time history analysis of the building structures. Various methods > j .g generating floor spectra without going through a time histor, 'nalysi have also been developed and shall be considered. The modeling of the j structure (i.e., location of the mass points), shall :e ande such that tr.e t { response information at or close to major equipment piping support points I can be easily retrieved. '.t t w, g 3 ~, ?;hy 7. VARIATION IN PARAMETERS sM Sen ty of seismic response to variation in important parameters shall +hn - be studied. The list includes soil properties. concrete modulus, shear Q 4'W, -4 l areas, damping values, modeling techniques, etc. g,' "k ryg h 8. ANALYSIS OF VENTILATION STACK 8.1 Previous Analysis by J. A. Blume ek Design + .f The analysis is reported in Ref.
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~ in structure) were modeled as cant as with lumped masses (stick Ll model). Rockind around the foun ' 'o analy:ed and found to be c r.egligible in contributing seismic ls ver, no docu=entation was l available to confirm this star,ecent. 3.2 Pe3931ysis P!:n A stick mojel is dee:ed sufficient to represent ice stack dynamic raspense, ano tr.a mod.fi:stien is to inccrportta add it:ral scil springs l and dampers given oy ?ithart, Hall and Woods (7) See Figure 1 The i s i b:n Z.8 t
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. m. I ' " N ^ -generci analysis steps are listed below [ rj r (a) Verify model section and mass data frca drawings, make corrections if [ m e< - any. f .m (b) Calculate rocking' lateral and vertical soil spring constant from .g n soil data. M. (c) Make response spectrum analysis of the model by inputing the R.G. 1.60 iIs'e 'a M E.105 damping as per Nuara/ca-oO98 for all 5 1 rwsponse spectrum. 7 modes. Make one for the horizontal direction and another fo= the 'l -w vertical direction. u; 5-(d)' ' k and compade the results with Blume's results. / , ). i e, l -(e) ~ If the res alts are significantly greater than Blume's results, ~< i incorporate soil! viscous dampers (in lateral, rocking and vertical d ,p P dirW.fons as determined by Ref. 2) into the model. Kun a direct l l time integration time history analysis. -t r ll a/ 9 ANALYSIS OF REACTOR BUILDING ' % - ; f,. 9.1 Previous Analysis by J. A. Blu=e for Reactor Building Design 7,. t A stick model was used to represent the reacter building, and the rocking t. 9 .W.
- ')
of the t*Jilding around the fcundation was analyzed separately using a S ' ' ~ ~ fl4 .9 l damping ratio of 0.10 and an elastic soil modulus of 800 tons per square .Q) I I foot (Sh. 27 and 28, ref. 3). The building =aterial frequencies were l found to be abova 37.6 rad /sec (5.987 c;s: ar.d the rocking period is 1.:7 l l see (0.637 eps). ? I j . ~ l t Lbif 30 i = - - - -
i ~... -- ..-m..-... ...-,.y q7,._ l t I 1 x 2., w I 9.2 Remnalysis Plan A stick model representation for the reactor building is deemed acceptable. This building is a short, massive reinforced concrete box i.A[-
- g. q structure with a concrete, shield at the center to provide shielding for g
.a the reactor pressure vessel. The transalssion of inertia forces from top .D,. to bottom is most likely through the exterior shear wall and the center . S. *t .c .n shield. tF,. .y*. .x The analysis model shall include the reactor building as well as the steel 9 ,,g .. ~. containnee[-(dry well), the reactor pressure vessel, and its supports. T,.'? fi ' f.; The model diagram is shown in Fig. 2. 'N5 w
- G'
!f A 3D resporgspectrum analysis will be performed using R.G. 1.50 spectra, 4 and 10% damping for all modes. .I l ..t; (#1 i. I It is expected that the RPV and dryvell will exrerience greator seismic ,jc: l loads that previously determined by Bluna, riace the foundation ocking i[i 5 .c and coupling of the drywell, RPV, and re.'ctor be.11 ding were not censidered 'r'. x ' in Blume's analysis. 'T, fj s .HY ? If needed, a less conservative estimation of seismic loads due to soil y j f structure interaction will be conducted. It is su,qa.sted to proceed with 1 core refined analyses as follows: l (1) Time nistory analysis using soil visecus daccers; (2) Use a refined soil :odel for the deep embed = ant case, i.e., the Hall-Kissenprenning :ovel, ref. 4,
- p. 25; l
(3) Use Fl.USH analysis (recc.. ended ). L L50031
,., 3,, o eaan l A .&L.et s, ENGINEERING NOTE-s w..c, '~ " 1L, e,., q-N \\ O - st.ly?' ttntuot. 6006% l T:,: _ .j n-i k)
- ' h, l
C/ f w6.L m.< ,+ ' w,' i t., e s _.,.t, Q - El. D_, .E I o ~ &Nm L s;
- q' ap.
h ~ s, ' -..r .r o o y-s a>v w:,na..a c 0 l .stt ~<D tea.cl i L ~- u[ %4 .j 1 I o a u o s
- h '_*
V .2 ..w. ) i O N <EA.' /r46 f ,,: af,,r,.gj ~ t - -.. o . g I s un - J w / l .Q b c.a cc ,$.3 t h '.,s.- LbGC32 N,' W.4cre c.;t o ut' M 0:=,_ ,,;..) 3 =,.... = -, _ -, - -
i ) ~ ~ Wy n :}. 9 ..'f s- ~ i .w.10. ANALYSIS OF TURBINE BUILDING /CONTFOL ROCH 1 10.1 Previous Anclysis by J. A. Blume for Turbine Buildin,t Control Rocs Casi.t*1 / ) The building was represented by a two mass stick model. A time history I a analysis using El Centro earthquake of May,1940 N-S component normalized BY
- y,,
to 0.11 g (5). g.% A- .I'4 i d 10.2 Reanalysis Plan bine buildik.;.yo seissio class (category) 2 structure, the id E ,N Since the t ,m main canoeils is the resp'on $f.seissio class 1 facilities / equipment in 3d. ..Q' Iyf,,,. .1-4 a this building. These.are'the control'roce on the N-E earner of the wT
- W&i:
ff. s op floor, C battery room and switchgear room on the S-W corner of g;. g.. .ye m ,w :,. the mezzanine floor. T'h5turbinebuildingisashortrectangularbased 6 r ;;;. n f. reinforced concrete bui,ldihg stiffened laterally by shear walls in both 5b s. -7.s ,4 the N-3 -W directiorb. A' stick model representation is deemed adeq uate. The separate control ecos enclosure as shown in Fig.1-4-10, FSAR shall be modeled separately to evaluate its seismic integrity. The 3 proposed model including the usual soil springs are shown in Fig. 3
- !f
~ l r' y r .t y Note that separate stick models of the turbine, its pedestal, and overhead, .j N Mw,. crane frame above the operating floor are included in the model to take i i ,9 314 l account of all possible dynamic interaction effects. ~ ~ il i 1 It is expected that soil-structure effacts will do:inate the seis=le response. The analysis procedure for the turbine building will be similar to that of the reactor building described in Section ').2. L3i233
i v.4.
- g. ;,- g
.. c.,.., 0. ANALYSIS OF TURBINE BUILDING /CCNTROL RCCM 1 10.1 Previous Analysis by J. A. Blume for Turbine Buildirg/ Control Rcce Casign The building was represented by a two mass stick model. A time history [; 1 1 analysis using El Car.tro earthquake of May, 1940 N-S component normalized i i I to 0.11 g (5). 4} [ .g 10.2 Reanalysis Plan l 3 Since the turbine building is a seismic ulass (category 2) structure, the ~d l 1.Q - 'k l =ata concert is the response.of seismic class 1 facilitisa/ equipment in p i ?*i,~.. - - '"g this building. These are the' control room on the N-E corner of the ,' 1 .M& ~. g floor, b hattery room and switchgoer room on the 3-W corner of th(mezzanine floor. The turbine building is a short rectangular based (g + reinforced concrete building stiffened laterally by ahear walls in both . u s. .;? the N g d E-W directions. A stick model representation is deemed n;j w adequate. The separate control roce enclosure as shown in Fig. 1-4-10, "im F3AR shall be modeled separately to evaluate its seismic integrity. The
- 3. w.;
proposed model including the usual soil springs are shown in Fig. 3 .,.& _ q c ,. J r0 Note that separate stick models of the turbine, its pedestal, and overhead i erane frame above the operating floor are included in the codel to take account of all possible dynamic interaction effects. 1 It is expected thtt soil-structure effects will dcminate the seismic response.
- he analysis procedure for the turbine building will be similar f
j to that of the reactor building describ e 1. eett:n 9.2. l i k 's i~ tbG234 i t, ---. 1.---a.a --.-+--1 ---enav,-=_--._____r*:=.~_wT W~ '. _ ~ ' ~ - ~. ~ ' ' ^ m"7' ' r' "+mw w = ^ ' ,,7*
~ ~ w 4 . ~, avg *M 19 3 : o j, n g.er:er, ENGINEERING NOTE s.... t,, r *s' % ;g, - A..> c. i a t-s.. = w .p.3, i i ondu.I cre se e. s J e t + # r n.. t~~ c i, . t w. .) ( <. mu i 4 :. c.m,. o r 0
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l .w,s,, u i i he' ). ~.. w { c~.h.Jo determine accurate seismic soil-structure interactius effer.3, te i 1: e,6 FLU 5H pr% ram may be eventually employed. In this ca.,e both tne turoi..e '= i ,j building and the reactor building and its internals shall be modeled } ' r -~ c. '.F. 4 together in the ao . structure system due to their proximity (the ,j rW., y._.<.J . ~ s v :.- structure to structure 1, tien offset will beene be mamatdered, see x ., y.,,, W '. 4. M..' ,e Figure 4). ' L .' ? ~ .~ -i.h. ;.,,, +fv, w 11.ANA1,YSIS OF COWS 33 ATE N TAE ,3 A e* i - '; . M. -t c, d y: c"' t > g ). t n..q m,py -
- v. s,. :
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- r..~ e<,b r.. ~.,,t. pn - -
w v . -e e,w + p The :,eismic analysia
- ta on passe $-10 and 5-11 of m, s. -
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QRy*'TW.$2%.' - n'? ,. ? r 9 ali. .c. rsar : taar and the cadast-e itemid f,ameused to be.' . ".Q N y..y .k%' '4,g Qp p. ~--yyy ?' : ' + i-:" [*f '~ 4h5 f. l,high versus a,v' tan. r..ib.,e,lght.of 45 feet) were assumed to be rigidly 11 ~ ~ g< S f,,y, L p ., b,3 ?.a. ound throu itenk' wall modergoing a===4== coupled
- .o the 3.'.Pf,yeggk1g g g g-f. g j L
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' Y.[1'! l eretion equal'to t, & *'.::o' ground. , hat: the Tkm forces free " Me'., \\i , ?a '.;,, ^ *" z 's', C&... w b, i....
- I,g
( .eenvective water, pressurei'sstore Os5"s31culhf.edpressmahWfrom eef. 6,f ~4 yN y .D. r Q. ~... + , li.; @ 'f '.c s ~ V' E, TID-70.'4 ' Nuclear Reactors and Earthquak@es" 1963 smide11mes. v . v.. l,7. - :'c F..,. ',y,. - w.r.. .a
- 1. f.
t, ;t. 4 .s i .v ,v . g c. ce;~4 . ~. * *; ; ,. t! h. y'. ,~ ..g i 1 ... ~. i s. The soment and sheer forces were then determined for the design of the
- i.
s. .ir ' L .,y ~ base support structures'., ' w.- .W ', fy --? y,,.y ';. -y ^. 6.*,'J.,'. r.C,, ....: yg . f' [ l*Q
- 5,y
,e m ., 4 A ~;:-.. ..,e. ,11.2Remnalysis Flas-
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,.;. Q. More modern analytical techniques for analyzing vertical storage tanks ' k .n will be utili::ed on the basis of the development of Rer's 7 to 9. 4 1 jb %
- (
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.- - c a, s, M.- .4, ~ Y. S : i .t 12 AtlALYSIS OF BURIED EMERGENCY SERVICE WATER LINES .-wxy....., .t 12.1 Previous' Analysis for the Buried Water 1.ines ~. ?g .w y. ~ The analysis is reported in' Ref.10 by J. A. Blume Associates in November, 3 s ~.m ;- n,'. e. 3 ~. [ 1967'. Only the. binding stresses were calculated and no calculations were l~* w.,38 Midi.MW N-J.. - x., +
- ,6,made to determine asial'etressee fae to passage of metanic waves.
H r a,.ru m. p.6-7 1., p ., v. .p. .w ,,,;S o., -,j yJ . y..,, [ 3 n ......: 1 rm - 3_ n- , V; ~ t 12.1ResNysisPlan. - %.. r, v. s- .-,..,m-m. . fi , $'I A '- Th's *reans'l'ydlai of' bur 1'ed .311 follow $hegulhlinesgivenin
- ~
- R ' 2 & n W i l i'. W W T 'y. j. a.- A. if ' if m'Ref's 11 to 15. ? ..muass/ca-0098,-
- t. 8 3' ves in A slailar r^k n 4,,
g y.. . ?; e e. s. gv.,,-f.j, J,"y ,7 _; a. n J1,sumary of more;sederc,A,. . is given 'la pochtel.Topio Report, ^ M (,', M,T W h Jntof9.Q)t:,bpc.*,l*,Q. y+ - : GF.y. 6 3 'y l '&, Rev.; 3,13e,pt.d.97.e,,hj.<, ; 4,C er 6. S U.i * ^ - Th e y f,.hy - g,.4 i +t M '*e --e a f. ..s ;.,, c.. g., w .,Q g s -y' i{ s '.Oj'Nepyf.g@.M f -w . w; V %' 't ef, s- )., , i.Ws'+ g, tt +l, - ... +%m.4,. j -.x,.. ine ta'eep J,j 4.. ,,' y r.Q: Q layou Information i...~.,d w.- d f ..,p,..c. w.s.s.need.ed act. hey emq:@.t. (routing) or the buried A te %-y,.. A e isT * *,J., n.. P
- 3g33 "q
^ - <
- f.,
vice wathr ~ l.m,.s.,,i..,&y.,,3,os,o, tion ~ det, ails to the intake ar.d< ?go. G. r..eaerg a .n, e <t p. ~ r' 'L.f . M.. N t h, <;2 G., g .Leb ; Critical;y.reas are then to"befidentified and o, v, turbine buildings. a ' ' 'M - ,. ~. 9 ....:;,.c.;. ,m,,. pp ' up, ' ..q.n. r L,&g ,p .*,n ..+,,h. r,3 - - i Appropriate formula will be,used'to check' pipe axial, bending intresses due.. 3 ( A d,* , c,.,. if ! !m'.. +~ i 4 to passage "of seismic waves ~ and' In.11 ding displacementa. Y- . y 9 ",:* y ' h.7.' :t ap'6 Q:; q.
- ~.
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= x j s e_ r l SWZ h.w. REFERENCES - 'k. sey, m-o. ;,r,, 5 (1) Report on the Earthquake Analysis of ths Ventilation Stack for the Jersey q4/V 'N, '.0% Central Nucioar 2 Project May[6,1 ., %.w.,p..w. -,966, by J. A.,Blume Associates.
- .2 V ;
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~~ (2) Richart, Hall and Woods, 'YJbrattori of Soils and Foundations," 1,. s ph PrenticeNAil,Inc'.,Enji Eliffs',EJ. G l o 4 .i, w L. J, + u. > ^M ?? o ? ',n : ;. - m(4,4 m .;g%, ),fi". r, s.,v. y,, i.t','.[ y Q.), f Q - N ', , -f e e.,p.x 1 (3) Earthquake,' Ansi sist. . 3's> 9y _ k.: ;J.ersey Castral Sometor Project, -. ., nYr - .w y, June 18,1965,,,ty J... :m?.,M, m p n . q. y;g + ~.s 4 -Blue'AaeosiQas. m. . + -.. a ff ,!$:*sg b % s,t. ';, 4 .pN. ]; t .~c e:- en.fE .:? gh;,,,&. p?.$;)wl' 6h.Ef a u r ( 1 ge % -m.- r< ' {,, ~ p V .d Q A >; YINl e c. .,y~ .,.g h .(4). Anal Procedures in Soil. Dyr.mt s, UCB/CERC-78/29 Dec.1978 College
- A L
. v./ % *dfj W.. m o' f Engineering, U,.,0 k< B,&f.s. idysY.. JoS *.yan,e.. ' '.L, .. w.,v,. d. / iM d',,,< J. .9. .$. 4.,. 4 g. 1 a ,.,,, - g w. , c.W,. .r er# o e E' ? i ? I ,Y ~ ) f( '$ ..x.'
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. m 7' +o:. :.....p.wk:n,., a? ~ w s a- + ,f(5) Earthquake Analysist Turbine Building .i' --M. 5 6 Jersey Central Reactor Freijactf';.,...f Feb.'1968, by J.[A; Bl ue..~ ) %.y w.,'N. %. 8 w-Assoa. M. ' _,.. gc w., ...fcy ' $:. c2 ,y i.. n. y... ~ < ~ g,. - /. V 'y w n 7;%e. gt%< T' & ,.s.. ? p - 3 ;, - pg e . (6) "Nuoleer.Reeetoes. ;'and.tBarthqualies,' TID-7024, Prepared by Lockheed
- s. M. -.. -
^ .m . ar:.Q. w.,gnc.b. c,,c. q..%y'. N., i y Aircraft Corporation and Holmes & Narver,{Inc., for the Division of. - $ v-A ,C?& %[W & @f ??y. $5 r Reactor Development;',0.3.iAtomie Energy Commission, Washington, D.C., WW .... ' :l% a 1 ..lO;&%,mkK&S & io i l
- k p${
%Y ~ 'N m. ,q. y ,e , 3,. ; l (7) Wozniak, R. S., and Mitchell, W. W., " Basis of Seismic Design Provisions Rg-for Welded Steel Oil. Storage Tanks," Presented at Session on 3.3vances in '.*y M .s i-i Storage Tank Design, API Refining 43rd Midyear Meeting, Teren'.o, Canada, y ,c ., m May, 1978.,n *.y,-
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+ r
g i I !.. '. ~. .vg ..t ./ .r G '98PVeletsos. A. S., and Yang, J. L, " Dynamics of Fixed-Base Lquid-Serge a.,. 7 Tanka *, Presehted at U.S.Mpan Seminar for Earthquake Engineering J 4,;. _, fj.% r r, Research with Emphasis on' Lifeline Systems, Tokyo,, Japan, November, 1976. ~. -e-n;&. ,o . s., ; I: l.' e,". p p }kti.W .M ^ R -4 ye p r;p ' * .. <r i, w ~. (9) Veletsos, A. S., "Seissid Effects la Flexible'!.ighid Storage Tanks,' ~ c va.. . s :,,. ~ .:4 y m:t. y;.t 3. ;3'. w nv+ ~r Proceedings of Fifth World Ceafarence on Earthquake Engineering, Rome, 1974 .n g' JQ.4
- )2 fg
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, r. ? ... y n,N.,'wb 9-b lh, 7 i. W /- , p ;c,, y% s:.r. ,7 . 1.; + .y B,dr,ied, - ,r4.. y, Serv, ice tent,arliase, Jersey Central f,.,u. (10) Earthquake Ana. lysis. : g, .m . ' @ X< . w, ~ ~ ~?W fr Ct Reactor Project, Nov. 20,7 1 ty Janus Blume and a.' <.e... T: m.yM + l ,jqa$ ")C% M,<.j"" (. G.y T [ ' Q ?. 'OUIAh6 N N t ~ yr ye~.. vc .', c 5 N i ' $ 6 I
- f. -
1. '%~ ? % e m, (11)"Seismi esponse of Buried' Pipes;,and Structural Components - Report by ~< %
- f. : c'p we 7 1;.1
,4 4 . 4} e - . ;,,, w L4 lhe 5 the seismic Analysis'Comai n y:ASCE Nucl. ear,Strectams and,. - ... < M.;.@n. mtyg e : a,y ny'w gy p 'e w y. s t]s, p ttee,*. Civil ' - --in)a,and Nua W,. Power ~:. Volume;II, ..i. m r a n a t s. 'i Materials' x., ~J W(fi C3 e ;;gq3gy ( p L, n, L Preprint 3595, ASCE, National Convention,180ston,' April,1979. ih j ,",' K f6. iGye<b A..:$, . y,- y, c n .re v .. ' ? : p.'.i..,m. i.M.,.x. ..u. o. r.4-o s. M...Q .c y .c (1210'Rourke, M2 J.', Wan.g, L.lt. 4and Pikul, R., *3dissio Wern Effects on
- i..
e. c ~ .I -[,. [ ).. J i
- 4 4-Water Systems," Preprint.3496,y.ASCE National Conventice, Boston, April, jP-j
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O'4g,Q. .m i 1379. ..,,y K,'g;jg. , 'af ,. n," ; m( ;, . < l.g:pf, + w..w, :c.e,. 4. >.. g i ,. cc.,. s L.6,7. p r. , -.g., 3.)'. pcq e w l, s,~li n 1. &}\\ ' ' Q. .$f~*h w .;f' 1 (13)Yeh, K., "Seismia' Analysis of Buried Metal or Conc} rete Pipes," Third ^ i_'s i.; wqy _. % p * - ;- 1 :'- y y ] Interr.ational Conferecce on~ Pmssure Vessel Technology, Tokyo, Japan, ll April, 1977. i ~' l l (14)3 hah, H. H., and Chu, S. L., " Seismic Analysis of Undergrour.d Structursi i a Elseents," Journal of the Pcwer Division, ASCE, Vohne 100, No. P01, July, j 1974 .y, tis 6210 O 's v 4 -1 --+m -h---- e '~ ' ' ' ~^ ~ ~ ~ ~ ~ ~
I <...'>e. I e, - >.., A qfjg}3akurai, A., and Takahashi, T., "Dynaalc Stresses of Undar.p,.ard Pipe ,9, g Lines During Earthquakes," Proceedings of the Fourth Worid Conference on .j Earthquake Engineeri.ng, Santiago, Chile,' 1969. g -t
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