ML20059E560
| ML20059E560 | |
| Person / Time | |
|---|---|
| Site: | 05200001 |
| Issue date: | 10/27/1993 |
| From: | Fox J GENERAL ELECTRIC CO. |
| To: | Poslusny C Office of Nuclear Reactor Regulation |
| References | |
| NUDOCS 9311030264 | |
| Download: ML20059E560 (3) | |
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GENuclear Energy s
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1 GeneralDectrc Company.
175 Cartner Avenue, San hse. CA 95125
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October 27,- 1993
- Docket No.52-001 j
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Chet Poslusny, Senior Project Manager -.
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Standardization Project Directorate Associate Directorate for Advanced Reactors and License Renewal Office of the Nuclear Reactor Regulation
Subject:
Submittal Supporting Accelerated ABWR Schedule - Structural Acceptance Criteria
Dear Chet:
Enclosed is a SSAR markup revising the structural acceptance criteria'of Subsection 3.8.1.5.
Please send a copy of this transmittal to Tom Cheng.
Sincerely, b@
Jack Fox Advanced Reactor Programs cc:
Alan Beard (GE)
Gary Ehlert (GE)
Norman Fletcher (DOE)
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ABWR StandardSafety Analysis Report 1
An ultrasonic thickness measurement program will be performed to detect any general corrosion at underwater positions. A visual exarsination for local pitting on the ur derwater 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 first refueling outage after the start of commercial operation,5% additional surface approximately two to five years later and 5% at five-year intervals thereafter. If pits are detected at any examination, representative ones are ultrasonically tested and the depth of those large enough for measurement will be determined. Appropriate repairs can be 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 structural design, the major allowable stresses of concrete and reinforcing steel for service load combinations and factored load combinations according to ASME Code Section III, Division 2, are shown in Table 3.8-2.
IN3 ggt A The allowable shear; stresses are extracted from ASME Code Section III, Division 2. Th allowable values are low when only the orthogonal reinforcement system is considered in resisting tangential shear. However, the draft of the ASME Code Section III, Division 2
l 2, revision has adopted higher allowable values (35.2 kg/cm ). Because this draft has passed the ASME Code Section III design committee, the revised allowable shear stresses are used for the containment structural adequacy evaluation tojustify that no diagonal reinforcement is to be used in resisting lateral shear loads.
3.8.1.6 Material, Quality Control and Special Construction Techniques.
J Materials used in construction of the containment are in accordance with Regulatory Guide 1.1.36 and ASME Code Section III, Division 2, Article CC-2000. 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 determined by laboratory tests.
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Seismic Category I Structures - Amendment 32 3.8-13
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The allowable shear stresses are taken from the ASME Code Section IU, Division 2. The maximum tangential shear strength of concrete (V ) is taken to be 0 per'CC 3421.5.1.
e The maximum tangential shear strength at a section (V,o) without tangential reinforcement -
is taken to be 0.2f'c t per CC 3521.1.1.
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