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Revision as of 04:33, 22 February 2020
| ML19269D615 | |
| Person / Time | |
|---|---|
| Site: | Beaver Valley |
| Issue date: | 05/23/1979 |
| From: | Dunn C DUQUESNE LIGHT CO. |
| To: | Schwencer A Office of Nuclear Reactor Regulation |
| References | |
| TAC-11431, NUDOCS 7906050282 | |
| Download: ML19269D615 (45) | |
Text
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'Af M 9 12) 456-6000 435 5<sth Avenue Pittsburgh, Pennsylvama 152 9 May 23, 1979 Director of Nuclear Reactor Regulation United States Nuclear Regulatory Commission Attention: A. Schwencer, Chief -
Operating Reactors Branch No. 1 Division of Operating Reactors
'4ashington, D. C. 20555
Reference:
Beaver Valley Power Station - Unit No. 1 Docket No. 50-334 Submittal of Engineering Information Concerning Pipe Stress Reanalysis (March 13, 1979 Order to Show Cause) Gentlemen: In response to your letter of May 18, 1979, the information requested in order for the staf f to review amplified response spectra based on soil structure interaction has been developed. Transmitted herewith are the following:
- 1. A clarification of the soil properties used for the programs REFUND cnd KINACT as well as PLAXLY.
- 2. Floor response spectra as defined in item 2 of your letter including 1% damping which was not specifically requested.
- 3. a. The results of SHAKE analcsis to determine soil modulus and damping values as requested.
- b. Spectra at the base of the containment in the free field for each of 3 sets of soil properties as requested.
- c. Floor response spectra at each of three containment floors using the three sets of soil properties derived using FSAR darping values and oscillatory dampings as requested, as well as for 1%.
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Beaver Valley Power Station - Unit No. 1 Docket No. 50-334 Submittal of Engineering Information Concerning Pipe Stress Reanalysis (March 13, 1979 Order to Show Cause) Page A copy of the deck of computer cards which gives the time history of ground accelerations that are being used in these analyses was furnished to the staf f by Stone & Webster in the Boston of fice on May 22, 1979. Advance copies of all the requested data were furnished to the staff and discussed at that time. It is our understanding that the data submitted herewith will serve as a basis for the resolution of acceptable ampliefied response spectra based on soil structure interaction to serve as a basis for reevaluation o' piping sys tems under earthquake induced Ic.ading. Very truly yours, OblS-C. N. Dunn Vice President, Operations Attachment 2261 327
(CORPOPATE SEAL) Attest: j_2 H.W. Staas Secretary COMMONhrALTH OF PENNSYLVANIA)
) SS:
COUNTY OF ALLEGHENY ) On thir J -~ ' day of -
, 1979, before me, DONALD W. SHANNON , a Notary Public in and for said Common-wealth and County, personally appeared C. N. Dunn, who being duly sworn, deposed, and said that (1) he is Vice President of Duquesne Light, (2) he is duly authorized to execute and file the foregoing Submittal on behalf of said Company, and (3) the statements set forth in the submittal are true and correct to the best of his knowledge, information and belief.
DONALD W, SH .NNCN 'ktary Patlic Pittstu'm A.ierea, Co., Ps. My Co~m'ssien Einres June 7,1979 2261 228
ATTACHMENT RESPONSE TO NRC LETTER OF MAY 18, 1979 CONCERNING USE OF SOIL STRUCTURE INTEllACTION MAY 24, 1979 BEAVER VALLEY POWER STATION UNIT 1 DUQUESNE LIGHT COMPANY 2261 ;29
May 24, 1979 Docket No. 50-334 USE OF SOIL PROPERTIES IN DEVELOPMENT OF SOIL-STRUCTURE INTERACTION AMPLIFIED RESPONSE SPECTRA The following procedures were followed to cbtain soil properties for the soil-structure interaction analyses at the Beaver Valley 1 site for development of SSI based ARS: First, a small strain soil profile was developed from the best available soil data, including cross hole seismic shear wave velocity measurements, as well as data from borings and samples. Second, the effect of an earthquake in the free field was evaluated using the SHAKE computer program. The control motion was specified at the surface of the free field; two real records were used - El Centro and Taft - normalized to the acceleration level of the specified design earthquake (OBE or DBE). The program iterated to obtain values of shear modulus and damping compatible with the levels of strain developed during the earthquake. The average of the results from the two records was used in further analyses and is here called the strain compatible, free field profile. Third, the moduli and material darping for the strain compatible, free field profile were used for tne REFUND / FRIDAY analyses. Fourth, the motion at the base of the profile obtained in the SHAKE analysis of the free field was input to several profiles representing the soil column under the Category I buildings. The top layers of these profiles hr.d masses and fundamental periods equivalent to those of the corresponding buildings. The small strain values of soil shear moduli were adjusted to account for the additional static stresses imposed by the buildings. The computer program SHAKE was run to obtain strain compatible moduli and damping values for each building profile. The average of results for the two time histories established each profile. Fifth, the strain compatible properties under each building were used in the finite element dynamic analyses as soil properties directly under the corresponding buildings. The strain compatible, free field soil properties were us.3d for the elements representing the free field. Strain compatible soil properties were interpolated between these values for two columns of elements adjacent to the building. Sixth, no further iteration on soil properties was performed in either the REFUND / FRIDAY or the finite element analysis. 2261 330
SHAKE ANALYSES BEA72)]_ VALLEY POWER STATION - UNIT NO.1 The strain dependent soil properties, shear modulus and damping. were analyzed with SHAKE for the free-field and reactor containment. These analyses were conducted using small strain shear moduli (Gmax) and site dependent soil unit weights. Two earthqaake real time histories, Taft and El Centro, were normalized to ground surface accelerations of 0.125g (D9E) and 0.06g (OBE), deconvoluted to bedrock and amplified to the reactor foundation. The results of the free-field and reactor analyses are shown in Table 2.4-1 and 2.4-2 At the request of the NRC two additional analyses are conducted on small strain (Gmax) values of plus and minus 50 percent. Both the free-field and reactor containment were analyzed using techniques described above. The results of these analyses are preser.ted in Tables 2,4-12 thru 2.4-15. 2261 331
TADIE 2.4-1 1.9 - S114AIN COHa*ATilll2 SUIL 31turiJtTIES 1.11 Gmax race riend - Elevation 735 1.11 DiiE = .325 g OBE = 0.06 g __ 1.16 Tags Luw Staain Tutal Shear Hudulus Shear Hodulus 3.1 F Thick- ui _Vahes Unit As[3 pampin frat io ik31) _ {u_mplirj . t a t i n 1.18 tayer ness La yer C63 Hij Taft ElCentao Aver- Tatt E1 Centro Aver- Taf t EXCent ro Aves- Tait ElCent au Aves - 1.19 th*. Eftj_ Elev. tipst (kef t Haterial S69E 1940 NS a_g t $698 1940 pS_ age _ S693 1940 HS gge_ $69 E 20_jg_ a.no 1.23 1 to 735 600 .325 Sa nd 1095 1091 1093 .041 .041 041 1242 1240 1241 .025 .026 .026 1.34 2 10 725 800 .125 Sand 1728 1701 1715 .054 .055 .055 2074 2062 2068 .033 .034 .0 34 1.36 3 10 715 950 .125 Sand 2369 2285 2327 .057 .060 .059 2859 2813 2836 .036 .038 .017 1.38 4 to 705 950 .125 Sand 2114 1979 2047 .068 .074 .071 2685 2624 2655 .043 .046 .045 1.40 5 5 695 1100 .125 Sand 3024 2820- 2922 .062 .069 .066 3724 3612 3668 .040 .043 .042 1.42 6 5 690 1100 .125 Sand 2880 2696 2758 .066 .073 .070 3637 3529 3583 .042 .046 .044 1.44 7 to 685 1100 .325 Sand 2694 2564 2629 .073 .077 .075 3520 3434 3417 .046 .049 .048 1.46 8 . 10 675 1100 .336 Sand 2837 2714 2775 .076 .079 .078 3766 3702 3734 .048 .050 .049 1.48 9 10 665 1200 .336 Sand 3490 3417 3454 .073 .075 .074 4538 4471 4505 .046 .048 .047 1.50 10 to 655 6200 .336 Sand 3327 22m7 3297 .077 .C79 .076 4420 4396 4412 .C49 .050 .050 1.52 I? 10 645 1200 .136 Sand 3207 3192 3200 .080 .080 .080 4342 4322 4332 .051 .052 .u52 1.54 12 to 635 1200 .136 Sand 3124 3142 3333 .082 .082 .082 4277 4270 4214 .053 .051 .051 1.56 13 5 625 1200 .136 Sand 3083 3119 3101 .083 .082 .083 4239 4257 4248 .054 .053 .054 1.58 14 Me 620 5000 .360 Rock 2.2 parrE 2.4 Ground water table at El. 675 2.6 N N O 1 ut 1 U N o
h- 18 700 34 -48 05/I M 9 tat: AVER VALt.EY g STATION, UNIT 1 TABLE 2.4-2 1.8 STRA1H CtMPATIBI.E SO!!. I'ItOP1JtTIES 3.10 CENSX Reactor nu11 ding 1. 12 DitE = .125 g ODE = .06 q 3.15 Top Low Strain Total Sinear Hudulus Stacar Modulus 3.16 Tt:1ck- of Values Unit (kall _ Damping Ratio Ikall ___pgating_Eatto 1.37
!ayer ness layer qd Mgj Tatt Eltentro Aver- Taf t ElCentro Aver- Tatt ElCentro Aver- Tait ElCentro Aver- 1.88 H=> . li t t Elev. jlig ,1]Lg Q Material 5698 1940 tas age 569E 1940 NS age E69E 1940 NS age S695 1940 HS anet 1.19 1.33 1 10 735 1091 .438 Rea ctor Du11 ding 1.34 Pseudo- 3.35 soll 1.36 2 10 725 1091 .138 Reactor 1. 18 Building 1.39
*1 Pseudo- f soll 1.41 3 10 715 1093 .138 Reactor 1.43 Building 9.44 Pseudo- 1.45 soll 1.46 4 10 705 1G39 .1?d B ea ctor 1.48 Building 1.49 Psaudo- 1.50 soll 1.51 5 10 695 1093 .138 Reactor 1.53 pu11 ding 1.54 Pseudo- 1.55 soit 1.56 6 4 685 1091 .138 Rea ctor 1.58 Building 2.1 Pseudo- 2.2 soli 2.3 I\.)
pgj 7 6 6M1 1500 .125 Sand 2416 2111 2264 .082 .092 .007 3319 3232 3276 .052 .055 .054 2.5 8 10 675 1900 .136 Sand 2651 2366 2509 .081 .090 . 08 6 3616 3529 3573 .052 .055 .054 2.7 9 to 665 1200 .136 Sarid 3352 3090 3221 .076 .083 .080 4416 4295 4356 .049 .052 .051 2.9 3111 .083 4340 4207 4274 .053 2.11
} to 10 655 1200 .336 Sand 3392 3030 .080 .085 .051 .054 l/4 11 to 645 1200 .136 Sand 3045 3030 3037 .084 .005 .085 4266 4133 4200 .053 .056 .055 2.13 1 of 2
la- l l 700 34 -4 8 05/l W 042 DEAVEk VALLEY ltW1.R STATION, Util? I TADIE 2.4-2 (Cont) IIDE = .j25 en ODE = 0.C6 et Tuga low Staaln Total Slicar Nxtulus Sisear Moelulus Thick- of _Valuce Unit Lksfl (Anmelys Ratio iksfl I Ammeltwa Itat hs layer ness layer qsa 4(d Taf t EXCentro Aver- Taf t ElCent ro Aver-S69E Taf 1940 t ElCentro NS age Aver- Tatt ElCentzu Aver-S69E 1940 NS gy_ Ho. titL Elev2 j[psl (kett Material S69E 1940 HS ge_ S69E 1940 NS age 2945 3039 2992 .087 .084 .086 4212 4079 4146 .ust .057 .056 2.15 12 10 635 1200 .136 Sand 290s 3008 2955 .088 .085 .087 4182 4071 4127 .055 .05s .057 2.17 13 5 625 1200 .136 Sand 2.19 14 (O 620 5000 .160 Rock 2.29 tott: 2.23 Czound water table at El. 675 N N Ch - 4 ~ c. 2 ut 2
Gmax + 50% - Free Field - Elevation 735 Top Total Shear Modulus - Thick- of Low Strain Unit (ksf) Damping Ratio Layer ness Layer Values Vt Taft E1 Centro Aver- Taft E1 Centro Aver-No. (ft) Elev, G(Psf) (Fcf) Material 112E 1940 NS Agi__ 112E 1940 NS age 1 10 735 2097 .125 Sand 1791 1794 1793 0.031 0.030 0.031 2 10 725 3726 .125 Sand 2870 2882 2876 0.043 0.042 0.043 3 10 715 5255 .125 Sand 3891 3747 3111 0.047 0.046 0.047 4 10 705 5255 .125 Sand 3586 3670 3628 0.056 0.053 0.055 5 5 695 7046 .125 Sand 4977 5096 5037 0.052 0.050 0.051 6 5 690 7046 .125 Sand 4838 4985 4912 0.055 0.052 0.054 7 10 685 7046 .125 Sand 4646 4843 4745 0.059 0.055 0.057 8 10 675 7046 .136 Sand 4940 5159 5050 0.062 0.057 0.061 9 10 665 7667 .136 Sand 6054 6195 6125 0.058 0.056 0.057 10 10 655 9123 .136 Sand 5798 5973 5886 0.063 0.060 0.062 11 10 645 9123 .136 Sand 3604 5749 5677 0.066 0.064 0.065 12 10 635 9123 .136 04nd 5484 5566 5525 0.068 0.067 0.068 13 5 625 9123 .136 Sand 5394 5452 5423 0.070 0.069 0.070 14 625 Rock EqII: Ground water table at El. 735 N N Ch N U Ln
Table 2.4-13 . BEAVER VALLEY POWER STATION, UNIT 1 STRAIN COMPATIBLE SOIL PROPERTIES - DBE Gmax Plus 50% - Reactor Building Top Low Strain Total Shear Modulus Thick- of Values Unit (ksf) Damoinz Ratio Layer ness Layer G Ut Taft ElCentro Aver- Taft E1 Centro Aver-No. (ft) Elev. (ksf) (kef) Material 119E 1940 NS ggg__ 112E 1940 NS age 1 10 735 5101 .138 Reactor Building Pseudo-soil 2 10 725 5101 .138 Reactor Building Pseudo-soil 3 10 715 5101 .138 Reactor Building Pseudo-soil 4 10 705 5101 .138 Reactor Building Pseudo-soil 5 10 695 5101 .138 Reactor Building Pseudo-soil 6 4 695 5101 .138 Rea:ter Building Pseudo-soil 7 6 681 7046 .125 Sand 4215 4103 4159 .069 .071 .070 rs) 8 10 675 7667 .136 Sand 4564 4435 4500 .069 .072- .071 665 9123 .136 Sand 5658 5487 5573 .065 .068 .067
) 9 10 10 10 (~5 9123 .136 Sand 5380 5231 5306 .070 .073 .072 (s. 11 10 645 9123 .136 Sand 5171 5019 5095 .074 .076 .075
.076 .079 .078 f[[ 12 10 635 9123 .136 Sand 5058 4850 4743 4954 4843 .078 .081 .080 13 5 625 9123 .136 Sand 4943
Top Low Strain Total Shear Modulus Thick- of Values Unit (ksf) Dampine Ratio Layer ness Layer G Ut Taft E1 Centro Aver- Taft E1 Centro Aver- . .j!L_ (ft) Elev. (ksf) (kcf) Material S69E 1940 NS age S69E 1940 tis age 14 620 .160 Rock NOTE: Ground water table at El. 735 s N O N
STRAIN COMPATIBLE SOIL PROPERIIES - DPE . Gmax Minu, 50% - Free Field - Elevation 735 Top Total Shear Modulus Thick- of Low Strain Unit (ksi) Damoine Ratio Layer ness Layer Va kes Ut Taft ElCentro Aver- Taft E1 Centro Aver-No. (ft) Elev. G(Pst) (kef) Material Ek2E 1940 NS age 112E 1940 NS axe _ 1 10 735 699 .125 Sand 450 454 452 .062 .061 .062 2 10 725 1242 .125 Sand 605 653 629 .Gd6 .080 .083 3 10 715 1752 .125 Sand 79L 883 840 .092 .084 .088 4 10 705 1752 .125 Sand 684 722 703 .109 .102 .106 5 5 695 2349 .125 Sand 1028 1069 1049 .094 .092 .093 6 5 690 2349 .125 Sand 988 1014 1001 .099 .096 .098 7 10 685 2349 .125 Sand 960 968 964 .103 .102 .103 8 10 675 2349 .136 Sand 1073 1070 1072 .099 .100 .100 9 10 665 2556 .136 Sand 1436 1422 1429 .089 .090 .090 10 10 655 3041 .136 Sand 1442 1435 1439 .089 .089 .089 11 10 645 3041 .136 Sand 1482 1470 1476 .086 .087 .087 12 10 635 3041 .136 Sand 1475 1494 1485 .087 .086 .087 13 5 625 3041 .136 Sand 1411 1494 1453 .090 .086 .089 14 620 Rock 11 0 I 1 : Ground water table at El. 735 N N Ch
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Table i.4-1$ . BEAVER VALLEY POWER STATION, UNIT 1 STRAIN COMPATIBLE SOIL PROPERTIES - DBE Gmax Minus 50% - Reactor Building Top Low Strain Total Shear Modulus Values Unit (ksf) Damping Ratio Thick- of Layer ness Layer G Mt Taft E10entro Aver- Taft ElCentro Aver-No.. (ft) Elev. (Psf) (Fcf) Material 112E 1940 NS agg 112E 1940 NS agg_ 1 10 735 5101 .138 Reactor Building Pseudo-soil 2 10 725 5101 .138 Reactor Building Pseudo-soil 3 10 715 5101 .138 Reactor Building Pseudo-soil 4 10 705 5101 .138 Reactor Building Pseudo-soil 5 10 695 5101 .138 Reactor Building Pseudo-soil 6 4 685 5101 .138 Reactor Building Pseudo-soil 7 6 681 2349 .125 Sand 859 972 916 .116 .101 .109 I\3 8 10 675 2556 .136 Sand 972 1058 1015 .112 .101 .107 rs.) C7s 9 10 665 3041 .136 Sand 1290 1341 1316 .098 .094 .096 ~~~ 10 10 655 3041 .136 Sand 1332 1286 1309 .094 .098 .096 l 11 10 645 3041 .136 Sand 1334 1250 1292 .094 .102 .098 U s43 12 10 635 3041 .136 Sand 1312 1241 1277 .096 .103 .100 13 5 625 3041 .136 Sand 1268 1245 12S7 .100 .103 .102
RESPONSE SPECTRA AT BASE OF CONTAINME]h BEAVER VALLEY POWER STATION - UNIT NO 1 The ground response spectra at the base of the reactor contain-ment structure was calculated and plotted using SHAKE. The artificial earthquake developed for the Beaver Valley sito was normalized to the Deisgn Basis Earthquake (DBE) maxt=um acceleration of 0.125g and input at the ground surface of the free-field profile. The earthquake motion was deconvoluted to the base of the profile and the computed motion at elevation 681 ft, the contain=ent founding grade, was used to compute the real velocity and acceleration response spectra and the tripartite plot of real displacement, pseudovelocity, and pseudo-acceleration vs. frequency. These spectra are plotted for damping ratios of .5.1.0, and 3.0 percent. Response spectra were calculated for three soil profiles, represent-ed by the shear modulus (Gmax) calculated from seiLmic cross-hole surveys, Gmax plus 50 percent, and Gmax minus 50 percent. The spectra for each soil profile are plotted on Figures 1, 2, and 3, respectively. Also plotted on these figures is the ground response spectra for .5 percent damping presented in the Beaver Valley Unit No.1 FSAR. 2261 140
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BEAVER VALLEY PO*/ER STATION - UNITS 1 STRUCTURAL DAMPDG 2% DBE - FOR ALL CURVES SOIL-MATERIAL DAMPDG ID'd STRAIN G = 5% G + 50% FROM SHA13 FIRST ITERATION FMM SHAKE V M LAST ITERATION FROM SHAKE G - 50% FROM SHAG J MUIPMENT DAMPDG_ ARS CURVES PROVIDED FOR MUIPMDIT DAMPING CF 0.55,1.0%, and 3.0% 2261 ;44
2.50 2.25 D/,.nP O.50% 2.00 1.75 0 1 1.50 8 P
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-- - - FIRST ITERATION FROM SHAKE LAST ITERATION FROM SH AKE 2261 .345 SEISMIC ANALYSIS OF CONTAINMENT HORi?_0NTAL SSE HORIZONTAL RESPONSE SPECTRUM AT MAT BEAVEa VALLEY POWER STATION - UNIT 1
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---- FIRST ITERATION FROM SHAKE L AST ITER ATION FROM SHAKE 2261 i46 SEISMIC AN ALYSIS OF CONTAINMENT HORIZONTAL SSE HORIZONTAL RESPONSE SPECTRUM AT MAT BE AVER VALLEY POWER STATION-UNIT I
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---- FIRST ITERATION FROM SHAKE LAST ITERATION FROM SHAKE 2261 .47 SEISMIC ANALYSIS OF CONTAINMENT HORIZONTAL SSE HORIZONTA'.. RESPONSE SPECTRUM AT MAT BEAVER VALI EY POWER STATION -UNIT I
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- - -- FIRST ITER ATION FROM SH AKE L AST ITER ATION FROM SH AKE 2261 48 SEISMIC ANALYSIS OF CONTAINMENT HORIZONTAL SSE HORIZONTAL RESPONSE S PECTRUM AT OPERATING Fi OOR BE AVER VALLEY PCWER STATION - U NIT 1
2.50 i l 2.25 DAMP 1.00% 2.00 1.75 l o I,6
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------ FIRST ITERATION FROM SHAKE LAST ITE R ATIO N FROM SHAKE 2261 a49 SEISMIC ANALYSIS OF CONTAINMENT HORIZONTAL SSE HORIZONTAL RESPONSE SPECTRUM AT OPERATING FLOOR BEAVER VALLEY POW ER STATION -UNIT 1
2.50 2 25 DAMP 3.00 % 2.0C 175 o, !.
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----- FIRST ITERATION FROM SH AKE L AST ITER ATION FROM SHAKE 2261 350 SEISMIC ANALYSIS OF CONTAINMENT HORIZONTAL SSE HORIZONTAL RESPONSE SPECTRUM AT OPER ATING FLOOR BEAVER VALLEY POWER STATION-UNIT 1
2.30 l 2 23 !, l,I DAMP O.5 % 2.00 13)ll l 1.7s I e
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---- FIRST ITER ATION FROM SH AKE LAST ITERATION FROM SHAKE 2261 j51 SEISMIC AN ALYSIS OF CONTAINMENT HORIZONTAL SSE HORIZONTAL RESPONSE SPECTRUM AT SPRINGL'NE BEAVER VALLEY FOWER STATION- UNIT 1
2.50 2.25 DAMP I.00%
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-- - - FIRST ITER ATION FROM SH AKE LAST ITERATION FROM SHAKE 2261 a52 SEISMIC ANALYSIS OF CONTAINMENT HORIZONTAi_ SSE HORIZONTAL RESPONSE SPECTRUM AT SPRINGLIN E BEAVER VALLEY POWEP STATION - UNIT 1
2.50 2 25 DAMP 3.00% 2 00 1.75 1.50 5 P
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---- FIRST ITERATION FROM SH AKE
- L AST ITER ATION FROM SHAKE 2261 '53 SEISMIC AN ALYSIS OF CONTAINMENT HORIZONTAL SSE HORIZONTAL RESPONSE SPECTRUM AT SPRINGLINE BEAVER VALLEY POWER STATION - UNIT l'
l 2.50 2.25 DAMP O.5 % 2.00 t ! 1.75 0 y 1.50 e a g 1.25 _.s N o 1.00 0.75
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---- L AST ITER ATION FROM SH AKE G-507o FROM SHAKE 2261 354 SEISMIC ANALYSIS OF CONTAINMENT HORIZONTAL SSE HORIZONTAL RESPONSE SPECTRUM AT MAT BE AVER VALLEY STATION-UNIT 1
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------ L AST ITER A TION FROM S H A K E G - 507. FROM SHAKE 2261 '55 SEISMIC AN ALYSIS OF CONTAINMENT HORIZONTAL SSE HORIZONTAL RESPONSE SPECTRUM AT MAT BE AVER VAL'.E Y POWER STATION - UNIT 1
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------ LAST ITER ATION FROM SHAKE G - 50 0/o FROM SHAKE 2261 56 SEISMIC ANALYSIS OF CONTAINMENT HORIZONTAL DBE HORIZONTAL RESPONSE SPECTRUM AT MAT BEAVER VALLEY POWER STATION - UNIT 1
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- - -- - L A ST ITER ATION FROM SHAKE G- 50 % FROM SHAKE 2261 ;57 SEISMIC ANALYSIS OF CONTAINMENT HORIZONTAL SSE HORIZONTAL RESPONSE SPECTRUM AT OPER ATING FLOOR BE AVER VALLEY POWER STATION - UNIT 2
2.50 2.25 D A M P 1.0 7. 200 1.75 0
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-- -- LAST ITERATION FROM SHAKE G - 50 7o FROM SHAKE 2261 58 SElsMIC ANALYSIS OF CONTAINMENT HORIZONTAL SSE HORIZONTAL RESPONSE SPECTRUM AT OPERATING FLOOR BEAVER VALLEY POWER STATION-UNIT I
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- --- L AST ITERATION FROM SHAKE G - 50 */o FROM SHAKE 2261 459 SEISMIC AN ALYSIS OF CONTAINMENT HORIZONTAL SSE HORIZONTAL RESPONSE SPECTRUM AT OPER ATING FLOOR BEAVER VALLEY POWER STATION- UNIT I
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------ L AST ITER ATION FROM S HA KE 2261 360 G - 50 7o FRO M SHAKE SEISMIC AN ALYSIS OF CONTAINMENT HORIZONTAL SSE HORIZONTAL. RESPONSE SPECTRUM AT SPRINGLINE BEAVER VALLEY POWER STATION - UNIT 1
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----- LAST ITER ATION F ROM SH AKE
- G-50 /o FROM SH AKE 2262 001 SEISMIC ANALYSIS OF CONTAINMENT HORIZONTAL SSE HORIZONTAL RESPONSE SPECTRUM AT SPRINGLINE BEAVER VALLEY POW 8ER STATION -UNIT l
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---- L AST ITER ATION FROM SH AKE
- - - G - 50*/o FROM SH AKE 2262 002 SEISMIC ANALYSIS OF CONTAINMENT HORIZONTAL SSE HORIZCNTAL RESPOliSE SPECTRUM AT SPP!NGLINE BEAVER VALLEY POWER STATION-UNIT 1
2.00 1.80 DAMP 2.0% 1.60 140 0 y 1.20 9 s
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-- --- 2 0 MODEL 2262 003 SEISMIC AN ALYSIS OF MAIN STE AM VALVE BUILDING HORIZONTAL SSE EW HORIZONTAL RESPONSE SPECTRUM AT MAT BEAVER VALLEY POWER STATION-UNIT 1
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----- 2 D MODEL 2262 004 SEISMIC ANALYSIS OF MAIN STEAM VALVE BUILDING HORIZONTAL SSE EW HOPlZONTAL RESPONSE SPECTRUM AT TOP BEAVER VALLEY POWER STATION - UNIT I
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--- - D MODEL 2262 005 SEISMIC ANALYSIS OF MAIN STEAM VALVE BUILDING HORIZONTAL SSE NS HORIZONTAL RESPONSE SPECTRUM AT MAT BEAVER VALLEY POWER STATION -UNIT 1
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------- 2-0 MO D E L 2262 006 SEISMIC ANALYSIS OF MAIN STEAM VALVE BUILDING HORIZONTAL SSE NS HORIZONTAL RESPONSE SPECTRUM AT TOP BEAVER VALLEY POWER S1 ATION- UNIT 1
2.50 2.25 DAMP l.OO % l 2.00 1.75 0
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2.50 2.25 DAMP l.OO % 2.00 1.75 I t.50 b I k g I.25 U \ U l.00 i' " k l l o.7. N o.50 3 ; o.25 - 0.0 0.00 0.10 0.20 0.30 0.40 0.50 C.60 0.70 0.80 0.90 1.00 f.lO l.20 PERIOD SECONDS 2262 008 BEAVER VALLEY CONTAINMENT ARS AT SPRINGLINE HORIZONTAL DBE O SC. DAMPING = 1.0 % LAS T ITER AllON PEAK BROADENED i 25% BEAVER VALLEY POWER STATION -UNIT I
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