ML20212K991
| ML20212K991 | |
| Person / Time | |
|---|---|
| Site: | 05000000, Diablo Canyon |
| Issue date: | 03/23/1977 |
| From: | PACIFIC GAS & ELECTRIC CO. |
| To: | |
| Shared Package | |
| ML20150F500 | List:
|
| References | |
| FOIA-86-391 NUDOCS 8608250156 | |
| Download: ML20212K991 (8) | |
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DIABLO CANYON O
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SPECIFICATION FOR SEISMIC REVIEW OF DESIGN CLASS I OUTDOOR STORAGE TANKS FOR 7.5M,HOSGRI EARTHQUAKE hD 6 860001 HOUChS6-39:
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DIAB 1D CANYON SPECIFICATION FOR SEISMIC REVIEW OF DESIGN CLASS I OUTDOOR STORACE TANKS FOR 7.5M HOSCRI EARTHQUAKE
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1 Basic Approach This specification delineates criteria to be used in reviewing the Design Class I Outdoor Storage Tanks for response to the postulated 7.5M Ho.sgri carthquake. The tanks covered by this specification are:
c) Refueling Water Storage b) Condensate Storage' c) Firewater and Transfer Storage The review will be based on the same analysis procedures and criteria used in the DDE analysis but with the following specific changes:
a) use the free field 7.5M Hosgri spectra (tau =0) b) use Reg. Guide 1.61 damping c) use actual material properties d) allow ductility in certain cases
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e) use fixed based mathematical models (Vs> 3500 fps)
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- f) use vertical response analysis or equivalent g) combine horizontal and vertical response on a 3-component SRSS basis or equivalent 2.
Seismic Input to Tanks l
a) Horizontal: The free field (tau =0) elastic horizontal resp'onse spectra are the Blume and Newmark spectra shown on Figures 1 and 2.,
respectively, with 0.75g peak ground acceleration values.
b) vertical: The 7.5M Hos'gri vertical response spectra will be the free-field (tau =0) Blune and Newmark horizontal spectra with amplitudes scaled
' two-thirds. Peak vertical acceleration is 0.50g. The Blume and Newmark vertical spectra are given on Figures 3 and 4.
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In no case will the tank response be less than that determined by the use of the Newmark criteria.
c) Damping and Ductility: Damping will be 47..
buctility will not exceed 1.3 with the Blume spectra.
Ductility will not exceed 1.0 with the Mamr. ark sioctra except on a limited basis where justified and reviewed with the NRC.
Ductility, if applied, will be by reduction of the elastic response by approximate. procedures.
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34 Material Properties -
Actual material properties' as determined by properly s$bstantiated test results will be used as follows:
c) Concrete: The compressive strength of concrete, f'c, will be taken as the average of the 28-day or 60-day test values, depending on the original curing period specification. The substantial additional margin of strength associated with the gain in compressive strength by aging,will not be considered.
, b) Steel: Steel yield strength, f, will be taken as the average of actual y
test values.
In no case will the yield strength value used in strength computations be taken as greater than 70 percent of the corresponding average ultimate strength value.
4.
Analysis Procedures The analytical method to be used for seismic re-analysis of the tanks will be that described in Chapter 6.of the AEC (NRC) publication " Nuclear Reacto'rs and Earthquakes", TID 7024 supplemented as follows:
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Fixed base analytical models without soil-structure interaction will c
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be used.
- b) Individual. responses to the two horizontal and one vertical component will ' e combined on the SRSS basis unless it can be shown that the
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b absolute sum combination of' individual responses due to one horizontal and one vertical component is essentially equivalent.
c) The scismic input of the second horizontal component in the 3-component SRSS procedure is gensrally recognized as being less than the first; however for conservatism both components will be taken as equal.
5.
Acceptance Criteria The following acceptance critaris will be used:
a) Load Combinations : Dead, hydrostatic, and 7.5M Hosgri earthquake loads will he combined as follows:
U = D + H + EQ where:
U =' total load to be resisted D = dead weight load H = hydroccatic load EQ = total combined seismic loads due to horiz,ontal and vertical inputs.
9 b) Allowable Stresses _: The following codes, in conjunction with actual material strengths, will be used in establishing allowable stress
' levels:
Element Code Reinforced Concrete ACI 318-71, including 1976 Supplements Structural Steel ASME Section VIII, 1976 c) Ductility: Seismic force resisting elements will be allowed inelastic deformations as described in Section 2c of this specification. For those elements where ductility is applied the allowable stress limita-tions of Section 5b above need not apply.
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