ML18051A955
| ML18051A955 | |
| Person / Time | |
|---|---|
| Site: | Palisades |
| Issue date: | 06/28/1984 |
| From: | Johnson B CONSUMERS ENERGY CO. (FORMERLY CONSUMERS POWER CO.) |
| To: | Crutchfield D Office of Nuclear Reactor Regulation |
| References | |
| TASK-03-07.B, TASK-3-7.B, TASK-RR NUDOCS 8407050112 | |
| Download: ML18051A955 (41) | |
Text
{{#Wiki_filter:consumers Power company General Offices: 1945 West Parnall Road, Jackson, Ml 49201 * (517) 788-0550 June 28, 1984 Dennis M Crutchfield, Chief Operating Reactor Branch No 5 Nuclear Reactor Regulation US Nuclear Regulatory Commission Washington, DC 20555 DOCKET 50-255 - LICENSE DPR PALISADES PLANT - SEP TOPIC III-7.B DESIGN CODES, DESIGN CRITERIA AND LOADING COMBINATION The following attachment focusles on ten individual discussion items associated with SEP Topic III-7.B, "Design Codes, Design Criteria and Loading Combina-tions." The attachment addresses items designated as remaining items in a letter from D M Crutchfield (NRC) to DJ VandeWalle (CPCo), "Integrated Plant Safety Assessment Report (IPSAR) Section 4.12, Design Codes, Design Criteria and Load Combinations for the Palisades Plant," dated November 1, 1983. The included Table of Contents summarizes the topics discussed in the attachment. This submittal is referred to as a partial response in that all items designated as remaining items in the above referenced letter are not address-ed. Specifically, items associated with snow loads and high temperature/ thermal gradients in concrete structures are not addressed. The roof load concern was relegated to SEP Topic III.7.B from another SEP Topic and was referenced in a footnote in the referenced NRC transmittal to Consumers Power Company. The high temperature/thermal' gradient issue is associated with ACI 349 Appendix A and ASME CC3440 which were identified in initial Franklin Research Center reports. Consumers Power Company is evaluating these items and will respond to them in the near future. Brian D Johnson Staff Licensing Engineer CC Administrator, Region III, USNRC NRC Resident Inspector - Palisades Attachment OC0684-0012A-NL02 '~407050112 840628 PDR ADOCK 05000255 p PDR
ATTACHMENT Consumers Power Company Palisades Plant - Docket 50-255 SEP TOPIC III-7.B DESIGN CODES, DESIGN CRITERIA.AND LOADING COMBINATIONS June 28, 1984 39 Pages OC0684-0012A-NL02
I L Report 1 2 3 4 5 6 7 8 9 10 IC0684-0009-0R04 Table of Contents Code Reference AISC 80, Section 1.11.5 AISC 80, Section 1.9.1.2 AISC 80, Section 1.5.1.2.2 ACI 349-80, Section 11.9 (ACI 349-76, Section 11.13) AS~...E CC 3421. 8 ACI 349-80, Section 11.11.2.2 (ACI 349-76, Section 11.16.7 ACI 349-80, Section 11.7 ASME Section III Div 2 Section CC 3421.6 Appendix A of TER-C5257-324 Load Combination #13 Load Combination #8 Code Topic Composite Beam with Formed Deck Compression Elements Coped Beam Connections Brackets and Carbels Shear wall Subjected to Punching Shear Shear Friction Concrete Shell Subjected to Punching Shear Review of FRC Appendix Auxiliary Building Ra Containment Structure and Line Ra
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',) Sketch No Cal No __ .RATING SERVICES DEPARTMENT -
Subject:
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I " .r" .. 'I-' consumers Power company OPERATING SERVICES DEPARTMENT Subject= $£P 7J1 - 7. S K'a.. Sketch No __ Cal No __ Project No ______ _ Originator ~ 7~ Reviewed by _____ _ Approved by _____ _ Dates-1.s--&? Page~of L ff 2 7#6 ~tt..tJtv //f,kfS ARE GXC&;,Or.s T#C-7 ARE b/Sc.w.>.5/t:JA/.> t?Al ¢ /1-NAt Y> I~ "9Pl'R~/fClltn - The deformations of the containment structure during normal Plant oper-ation, or during accident conditions, are relatively minor due to the low strain behavior of the shell. The largest deformations occur during or shortly after the post-tensioning operation. This low strain behavior together with the inherent strength of the structure permits the shell to be used as an anchor point for all piping that passes through it (see Subsection 5.8.6). This behavior eliminates the need for expansion bellows and significantly reduces the likelihood of leaks developing at these containment penetrations. ~n general, the shell thickne~s. was found to be capable.of withst~nding the im~osed stress~s upon the addition of supplementary reinforcementf and the thi~kness was increased only where additional space was required for the
- radially deflected tendons.
The stresses created by normal thermal gradi-ents and postulated pi~e rupture conditions fall off rapidly from the c~nc7e~e sur~ace on which the loads are applied; these stresses are not sig~ificant in.comparison to the stresses produced by the many load combi-nations for which the shell was analyzed. These stresses are distributed through the shell in accordance with Reference s. ~~ (-cm'J.Jo;e; w1cHH111J) 1-h'PP~IZ.;MEH?S#t?IJ £,oc,A1,,,- ~rrt~s!E..s fN ?P,-fr:.1oc~L .B CYltN Or<IC~l. 7Hfll-Dtfc -ro GXff(llJA/, {...l!AD ,, WRC (3~1{.. i.C?fl*j -# ro1 Au~. ft:fft,'7.
Sketch No __ Cal No __ '.'+' consumers Power company OPERATING SERVICES DEPARTMENT
Subject:
t:; p.l!/ _ /. B Project No ______ _ Originator ETCA./ Reviewed by _____ _ Approved bY-----..,..- Date ~-/ Pt'I Page+/-of...J_ R'~ .ll.3 ST£EL Stress concentrations around openings in the.liner plate were calculated using the theory of elasticity. These stress concentrations were then re-duced by thickening the liner plate around each penetration in accordance with the ASME B&PV Code, Section III, 1965. Anchor bolts are provided as part of each penetration assembly. When the penetration assembly has no significant external loads, the anchors main-tain the strain compatibility between the liner plate and the concrete. When significant loads are present, the anchors control the inward dis-placement of the liner plate. The stress level in the anchor bolts from external loads is in accordance with the AISC Code. Pipe penetrations were analyzed for the external loads and load combina-tions discussed in Subsection 5.8.6.3.2.~ These loads produce stresses which are categorized as "primary," "secondary" or "peak" stresses by the ASME B&PV Code, Section III, Article 4. For each load combination, the following operations were performed in accordance with Figure N-414 of the referenced code article:
- 1.
Stresses in the same category were added.
- 2.
The resulting stresses from (1) were combined using the code prescribed load combinations.
- 3.
The combined stresses of (2) were compared to the appropriate stress intensity (S, S or multiple thereof). The allowable value of stress intensity S mwasadetermined from Figure N-415(a) of the referenced code article. a The pipe penetrations were designed such that the allowable stress intensi-ties were not exceeded. Figure 5.8-19 shows a typical pipe penetration and the applied loads. Under the action of the pipe rupture reactions, the pipe penetration stresses were limited to 0.9 times the yield strength of the material. However, when combined with the stresses from other loads, according to the load combinations of Subsection 5.8.6.3.2~ the penetrations yielded. The highest state of strain will exist as a flexural-strain in the connection of the penetration to the process pipe. Under DBA conditions, the process pipe will tend to grow radially while the restraining plate will tend to expand into the pipe, thus creating a ring load on the pipe. This phenome-non is self-limiting. For all load combinations, the strains in the pipe penetrations did not exceed the values given in the ASME B&PV Code, Figure N-415 (a). ~C./..IJl. 2.
Fu£ of L LOADS VIA CONCRETE: DEAD LOAD, PRESTRESS, OPERATING TEMPERATURE, OBA PRESSURE, OBA TEMPERATURE,OBE FORCES: AXIAL, SHEAR,MOMENT THERMAL LOADS OBA PRESSURE PIPE RUPTURE REACTIONS FORCES: THRUST, SHEAR, MOMENT, TORQUE. VIA CONTAINMENT ATMOSPHERE AND PROCESS PIPE CONSUMERS POWER COMPANY PALISADES PLANT FSAR UPDATE CONTAINMENT STRUCTURE LOADS ON PIPE PENETRA~IONS FIGURE NO 5.8-19 DATE 07/01/84 REVISION NO 0
.**Q;J*: \\~'.; consumers Power company .lll. PCJ-7T .lJB A OPERATING SERVICES DEPARTMENT
Subject:
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Subject:
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Subject:
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