ML20040A172
| ML20040A172 | |
| Person / Time | |
|---|---|
| Site: | Perry  |
| Issue date: | 01/04/1982 |
| From: | GILBERT/COMMONWEALTH, INC. (FORMERLY GILBERT ASSOCIAT |
| To: | CLEVELAND ELECTRIC ILLUMINATING CO. |
| Shared Package | |
| ML20040A170 | List: |
| References | |
| CON-044549-000, CON-44549 D-412-042, D-412-42, NUDOCS 8201200467 | |
| Download: ML20040A172 (1) | |
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01/1n/74 e AUNIlTARY BUILDTNG ELEV 574'-10" L(Y) y agga 303 gny ag AY ADESQ ADYou J l ELEMENT L(W) X l 2a.00 2.00 63.50 200.50 88.0 x 16.0 2304.0 3048.0 9624.C 904.6 566611.5 60.6 2 96.00 3.00 49.00 189.00 233.0 5 216.0 221184.0 14112.4 54432.0 29'24.4 2718072.0 846.1 3 8.00 1.50 5.00 177.25 12.0* 2.1 60.0 60.3 2127.0 35104.0 87513.9 7.. a R3.50 2.00 o?.75 163.75 167.0x 55.7 97030.4 7339.3 273a6.3 cao64.0 863279,1 219.! 5 sa.50 2.00 57.25 lao.25 l o o. o po 36.3 26979.8 624n.3 152e7.3 397.1 255310.0 lat.8 s 36.50 4.00 66.75 106.00 146.0 % 194.7 16?o*.0 9672.5 15768.0 7341.8 38071.1 72a.1 7 31.25 2.00 6R.88 8R.00 62.5 dC 70.8 50P6.3 43n5.0 5500.0 5406.5 927.3 79.5 8 36.50 4.00 66.25 68.00 la6.0 # 194.7 16209.0 9672.5 9928.0 7341.8 83061.3 724.1 l 9 54.50 2.00 57.25 35.75 100.0 W 36.3 26079.8 6200.3 3896.8 397.1 343069.1 lat.8 l 10 83.00 2.00 43.no 12.25 166.0%. 5%.3 95237.6 7138.0 2033.5 a3343.2 1051452.0 717.8 11 95.50 3.00 c9.25 0.0 286.5 % Pte.9 ?t77a5.9 la110.1 0.0 28129.3 2417134.0 841.6 12 24.00 2.00 43.00 -11.50 a8.nl 10.0 23ne 0 20he.0 -552.0 12533.0 512717.4 60.6 l 13 2.00 36.83 0.0 172.05 7 3.7 y 8326.3 Pa.6 0.0 12675.4 257701.6 874115.6 94.8 la 1.50
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I l ) 01/10/74 1 AurILlaRf SUILDING ELEY 574'-10' j
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l TOTAL AREA (30.FT.) s 3101.2 j i X-COOR. OF CENTROID (FT.) a 59.16 Y-C00R. OF CENTROID t.) a 91.85 g i I l } MnMENT OF INEATIA APOUT X AXIS (FT.eTH) a 14,14 A,6 0 a . o i l 4 en*ENT OF INFRTIA A B0llT Y 4313 (FT.aTH) s 3,022,050.0 POLAR MOMENT OF INERTIA (FT.4TH) a 14033131.0 *
- I ITEM 4 - EQUIVALENT PRISMATIC
! BEAM PROPERTIES ANU LOCATION j (Sheet 1 of 1), 1 1 l 1 4 1 i ,i i , l l
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i , I ITEM 25 \ j Provide references for dynamic lateral soil pressures including basis for your j approach. i Response 1 1 In the response to FSAR Question 220.27, the Lateral Soil Forces Design i i Criteria was provided. The dynamic approach is explained and referenced in 4 j FSAR 2.5.4.10.4.4 (pages 2.5-167, -168 and -197). i l I } I 1 1 I i d i i f I I I a 1 i
1 1 i ITEh 41 With respect to Question 220.08 please provide the following information: (1) Please identify specific structures whose seismic design analysis used the l hysteretic damping in combination with a small percentage of theoretical viscous damping. (2) Also identify the specific percentage used for each structure and the basis thereof.
Response
! Theoretical viscous damping (radiational damping) is not used in the seismic i analysis of Category I structures to date, and would be identified if it ever would be used.
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l ITEM 46 With respeec to Question 220.20 provide typical results of the analysis ch fluid structure interaction based on the 3 approaches discussed.
Response
As reported in our previous response, results from the concentrated ma s model show higher accelerations overall than either the fluid element model or.the Sloshing-mass model. These results are shown in the attached tatic. 'The nodes refer to the model shown in Figure 3A-1 of Appendix 3A of the Perry FSAR. In general, the two components of acceleration listed for Concentrated Mass Model results are higher, thus showing conservation in accelerations when this method is used. j COMPARISON OF ACCELERATIONS (FLUID ELEMENT, SLOSHING MASS, CONCENTRATED MASS) (IN/SEC ) X-Direction (Radial) Y-Direction (Vertical) Node Number Fluid Sloshing Concentrated Fluid Sloshing Concentrated 7 79.55 72.34 96.03 189.68 101.08 173.39 13 17.88 22.49 21.12 164.77 89.49 149.23 24 166.01 177.11 237.29 67.39 56.88 81.35 a e O J _ _ . . - , , - .m . .- m_- _ m_,. _
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ITEM 47 - Provide a summary of participation factors for the 19 modes of the Reactor Building seismic model.
Response
4 4 Mode No. Frequency Seismic Participation Factors (1)(2) l (Hz) Horizontal Vertical 1 l l 1 3.87 1,309 N0 i 2 4.93 877 $0 i 3 5.23 -450 $0 J' 4 6.39 -211 NO 5 6.96 - 8 $0 ., 6 8.32 27 s0 7 9.67 97 s0 il 8 10.68 s0 -1,697 j 9 13.21 -661 NO 10 14.14 $0 923 I 11 17.62 790 NO l 12 18.69 , s0 283 13 19.28 -254 NO 14 20.29 s0 270 1 15 21.76 -252 $0 16 25.33 267 $0 17 29.21 -524 s0 18 30.38 N0 553 19 32.00 - 11 s0 i 20 32.49 66 $0 21 33.31 so 101 (1) Seismic modal participation factors, L n L n = Mode number 1 i
" = {$"} [M){Ig} I. = 1 when direction = i
) * = 0 when direction p i 3 This is part of generalized equations of motion (uncoupled) M *V + C *V + K *V = LnAground (t) n n n J (2) Reactor Building seismic analysis (final) CO: 3:05-1.3 14 July 1975
ITEM 48 Provide the method and justification that 2 directional spring used for a unidirectional rope does not significantly affect the analysis of the polar crane.
Response
The seismic analysis of the polar crane system uses a linearly elastic two-dimensional spring to model the suspended design lifted load. Use of a linearly elastic spring provides more conservative response than use of a unidirectional, tension only, spring. The two-dimensional spring allows seismic harmonic amplification to occur, while a unidirectional only spring ceases amplification as soon as the seismic load direction is reversed. The polar crane analyses (I) considers (frequency and magnitude) 3 lifted load positions : high, intermediate, low; and 3 trolley positions : center span, quarter span and end span; for a total of 9 separate analyses. Justification. i. provided, therefore, by using a more conservative practical approach using linearly elastic methods, rather than a more accurately modeled non-linear method.
References:
- 1. Results of Harnischfeger Corporation Perry Nuclear Power Plant Polar Crane Seismic Report, March 21, 1977.
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