ML20058F482
| ML20058F482 | |
| Person / Time | |
|---|---|
| Site: | 05200001 |
| Issue date: | 12/02/1993 |
| From: | Fox J GENERAL ELECTRIC CO. |
| To: | Poslusny C NRC |
| References | |
| NUDOCS 9312080140 | |
| Download: ML20058F482 (4) | |
Text
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[CC 02 '93 09: 12Atl G E I8XLEiR ELIG J P.1 4 i
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GEh%dearEnergy ABWR i
i Date i2A /93 To Fax No.
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175 Cunner Avenue San Jose, CA 95125 i
Phone (408) 925.- 4 8 2 4 FAX (408)925-1193 i
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IEC 02 '93 09:12AM G E lOCLEAR BLIG J P.2nl :
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.l ABWR standantsstyAnarysis Report 1
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(2) Suppression pool cooling mode: pool temperature can rise 17'C above l
normal for a total of 540 days during the 60Lycar lifetime.
l The corrosion allowance for Type 304L stainless steelin airsaturated water for any -
oxygen level and temperatur es up to 316*C for 60 years is 0.12 mm. The major concern has involved the air / water intedace area where pitting is most likely to occur. The l
0.12 mm con osion allowance is a small fraction of the stainless steel thickness, which
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will be a nominal 2.5 mm if clad carbon steel plate is used.
Water used to fill the suppression pool is either condensate or demineralized. No ~
chemicals are added to the suppression pool water.
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Obse:Tations made on suppression pool water quality over a period of several years indicate that peiiodic pool cleaning such as by underwater vacuuming will be required, as well as the use of the Suppression Pool Cleanup (SPC) System to maintain water l
quality standards. The SPC System (Subsection 9.5.9) also acts to maintain purity levels.
i An ultrasonic thickness measurement program will be performed to detect any general f
corrosion at underwater positions. A visual examination for local pitting on the underwater portions of the steel containment will be made at refueling outages using underwater lighting and short focus binoculars. This covers 10% of the surface at the
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l first refueling outage after the start of commercial operation,5% additional sudace approximately two to five years later and 5% at five-year intenvals thereafter. If pits are l
detected at any examination, representative ones are ultrasonically tested and the depth of those large enough for measurementwill be determined. Appropriate repairs can be i
made as required.
3.8.1.4.2 Ultimate Capacity of the Containment An analysis is performed to determine the ultimate capacity of the containment The l
results of this analysis are summarized in Section' 19F.
3.8.1.5 Structural Acceptance Criteria For evaluation of the adequacy of the containment stmetural design, the major -
I allowable stresses of concrete and reinforcing steel for service load combinations and j
factored load combinations accorxling to ASME Code Section III, Division 2 (except for '
tangential shear str ess carried by orthogonal reinforcement for which a lower allowable.
is adopted for ABWR) are shown in Table 3.8-2.
The allowable tangential shear strength provided by orthogonal reinforcement without i
inclined reinforcement is limited to 40 kg/cm for factored load combinations.
2 Inclined reinforcement is not m::d to resist tangential shear in the ABWR containment.
The maximum tangential shear stress calculated for factored load combinations is 36.7 2
kg/cm. The maximum membrane shear strain value for governing loading 1
Seismic Category IStructures-Amendment 33 ( D GLA GT) '
3.8-13
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ICC 02 '93 09:135#1 G E IOCLEAR BLIG J P. 3M 23As100 nov. 3 ABWR StandardSafety Analysis Report combination is 0.00295 which is based on very conservative calculations with fully cracked concrete and without any consideration of the stifYness provided by steel line~r.
The maximum tangential shear strain value for the seismic load alone, based on clastic analysis is 0.000355.
3.8.1.6 Material, Quality Control and Special Construction Techniques.
Materials used in construction of the containment are in accordance with Regulatory l
Guide 1.136 and ASME Code Section III, Division 2, Article CG2000. Specifications covering all materials are in sufficient detail to assure that the structural design requirements of the work are met.
3.8.1.6.1 Concrete All concrete materials are approved prior to start of construction on the basis of their characteristics in test comparisons using ASTM standard methods. Concrete aggregates and cement, conforming to the acceptance criteria of the specifications, are obtained from approved sources. Concrete properties are detennined by laboratory tests.
Concrete admixtures are usect to minimize the mixing water requirements and increase workability. The specified compressive strength of concrete at 28 days, or earlier, is:
Specified Strength f/
2 Structure (kg/cm )
Containment 281 Foundation Mat 281 All structural concrete is batched and placed in accordance with Subarticle CG2200 and Article CC-4000 of ASME Code Section III, Division 2.
(1) Cement Cement is Type Il conforming to the Specification for Portland Cement (ASTM C 150). The cement contains no more than 0.60% by weight of alkalics calculated as sodium oxide phis 0.058 percent by weight potassium oxide.
Certified copies of material test reports showing the chemial compcsition j
and physical properties are obtained for each load of cement delivered.
For sites where concrete may come into contact with soils hav' g more than m
0.20% water soluble sulfate (as SO ) of ground-water with a sulfate 4
concentration exceeding 1500 ppm, only Type V cement shall be used unless i
other suitable means are employed to prevent sulfate attack and concrete deterioration.
seismic category I Structures - Amendment 33 [ O M F T) 3.e-se
KC 02 '93 09:1M1 G E IO LEAP ILDG J P.4/4 j
23A6 MO Rev. 3 ABWR standanssaretyAnalysisseport
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'l Table 3.8-2 Major Allowable Stresses in Concrete and Reinforcing Steel Concrete Reinforcing Steel l
Compression Tangential Shear Tension 2
2 Service Load 168.7 kg/cm (1) Provided by concrete 2109 kg/cm Combination v=0 c
2 (2) Provided by orthogonal 3164 kg/cm (For test reinforcement pressure case) 2 ioo 1.2fc = 20 kg/cm 2
2 Factored Load 239 kg/cm
- n Provided by orthogonal 3797 kg/cm Combination reinforcement v=0
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c (2) Provided by orthogonal reinforcement j
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2 so - 2.4ff = 40 kg/cm v
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i Table 3.8-3 Stress Intensity Limits l
Primary Stresses Primary &
Bending &
' Secondary Gen. Mem Local Mem.
Local Mem.
Stresses t
Po + P + Q Pm Po-P+P Test Condition 0.75 Sy 1.15 Sy 1.15 Sy N/A Design Condition 1.0 S m '
1.5 S m 1.5 S m N/A l
Post-LOCA The larger of The larger of The larger of 3Sm" Flooding 1.2 Smc or 1.0 Sy 1.8 Smc or 1.5 Sy 1.8 Smc or 1.5 Sy 1
- The allowable stress intensity Sm is the Sm listed in Tabie 1-10.0 and Sy is the yield strengtii listed l
in Table 1-2.0 of Appendix 1 of ASME Code Section it!.
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'l Seismic Category I Structures ~ Amendment 33 ( D V.pp T\\
3.8-51 i
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'< TRANSACTION REPORT >
12-02-1993(THU) 13:11 E
RECEIVE 3
t NO.
DATE T!?1E DESTINATION STATION PG.
DURATION t10DE RESULT 17590 12-02 13:09 408 925 1697 4
0'Ol'51" NORr1.E OK i.
4 0*01'51' l
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