ML20002B081
| ML20002B081 | |
| Person / Time | |
|---|---|
| Site: | Rancho Seco |
| Issue date: | 11/26/1980 |
| From: | Walbridge W SACRAMENTO MUNICIPAL UTILITY DISTRICT |
| To: | Reid R Office of Nuclear Reactor Regulation |
| References | |
| RTR-NUREG-0737, RTR-NUREG-737 TAC-52606, NUDOCS 8012090415 | |
| Download: ML20002B081 (4) | |
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SACRAMENTO MUNICIPAL UTILITY DISTRICT C 6201 S steet, Box 15830, Sacramento, California 95813; (916) 452-3211 November 26, 1980 Director of Nuclear Reactor Regulation Attention:
Mr. Robert W. Reid, Chief Operating Reacttrs, Branch a U. S. Nuclear Regulatory Commission Washington, D. C.
20555 Docket 50-312 Rancho Seco Nuclear Generating Station, Unit No. 1 Building Additions to Rancho Seco
Dear Mr. Reid:
In response to Mr. Padovan's request for a brief description of our proposed new buildings at Rancho Seco, we are providing the following information.
Since the accident at Three Mile Island, the Sacramento Municipal Utility District has developed plans to improve the safety of Rancho Seco Unit No. 1.
These plans generally coincide with the require-ments specified in NUREG-0737, " Clarification of TMI Action Plan Require-ments".
To provide space for the additional equipment required to conform to these requirements, we have determined that three additional buildings will be constructed within the' controlled area of the Rancho Seco Unit No.
1 site.
A Training and Records Building will be erected over the period of approximately July,1981 to December,1982. This building will be a five-story, 50,000 square-foot, Class II steel frame structure.
This building will be used for additional training, records storage, chemical and radioac-tivity sample analysis, and office space.
A Diesel Generator Building will be constructed over the period of approximately March to July,1982. This building will be a one-story, 3,000 square-foot, Class I concrete reinforced structure.
The building will house two diesel generator units of approximately 3,500 KW each.
This addition is required to expand the on-site emergency backup power system.
The third building is a Nuclear Service Electrical Building with r struction scheduled to start in December of this year. This building will be a three-story, 13,000 square-foot, Class I concrete reinforced structure.
This building is required for our planned TMI modifications and work will continue on a high priority basis.
The building will house the electrical distribution system and support hardware for the TMI modifications.
This
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Mr. Robert W. Reid Page 2 November 26, 1980 equipment includes the 5 KV switchgear, 480 V load center and motor control center, batteries and chargers, inverters, relay panels, isolation panels, auxiliary feedwater system control panels, and computers for various display functions. We have determined that the construction of this building does not involve an unreviewed safety question, but would like to provide you with the following'information since it will house Class I equipment.
The Nuclear Service Electrical Building is defined as a quality and seismic Class I structure. The design shall conform to the applicable codes and specifications listed below. Where conflict occurs between < :isting codes or where other requirements are specified, the more restrictive design code shall govern.
Regulatory Guides 1.60, Msign Response Spectra for Seismic Design of Nuclear Power Plants 1.61, Damping Values for Seismic Design of Nuclear Power Plants 1.76, Design Basis Tornado for Nuclear Power Plants General Design Criteria The following documents are used as criteria for the design.
Bechtel Power Corporation Topical Reports.
- BC-TOP-3A Tornado and Extreme Wind Design Criteria for Nuclear Power Plants
- BC-TOP-4A Seismic Analysis of Structures and Equipment for Nuclear Power Plants
- BC-TOP-9A Design of Structures for Missile Impact C_ odes and Standt.rds Tne following codes and standards are applicable design.
American Concrete Institute, Building Code Requirements for rteinforced Concrete (ACI 318-77).
American Concrete Institute, Standard 349-76 and 1979 Supplement to Code Requirements for Nuclear Safety Related Concrete Structures.
American Institute for Steel Construction (AISC) Specification for the Design, Fabrication and Erection of Structural Steel for Buildings, adopted February 12, 1969 and Supplements No. 1, 2, and 3.
American Institute of Steel Construction (AISC), Specification for Structural Joints Using ASTM A 325 or A 490 Bolts Approved by the Research Council on Riveted and Bolted Structural Joints of the Engineering Foundation, February 4, 1976.
T' Mr. : Robert W. - Reid :
- Page 3-November. 26, 1980
. American ' Welding Society-(AWS), Structural Welding Code (AWS Dl.1-72, Rev.
1-1973).
Industry Standards Nationally recognized industry standards, such as those published by Amerir n Society.for Testing Materials (ASTM), are used whenever possible to der.c ribe material properties, testing grocedures,. fabrication, and construction methods.
Load and Load Combinations A) Reinforced concrete structures shall. be designed for ductile behavior in accordance with ACI 349-76 and.1979 supplement.
Design of concrete
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structures shall satisfy the most severe of the loading combinations as stipulated by ACI 349-76 and 1979 supplement. Section 9.3.
B) Structural Steel - steel structures will satisfy the following load combinations.without exceeding the specified stresses:
1.
S:
D+L+Eo 2.
S:
D+L+W
'3.
1.45:
D+L+Ess 4.
1.4S:
D+L+W t Notes:
D
= dead ' loads or their related internal moments and forces L
= applicable live loads or their related inte'rnal mnments and forces E
= loads generated by the operating basis earthquake (0BE) o E
= loads generated by the safe shutdown earthquake (SSE) ss W
= loads generated by the design tarnado specified for the t
plant. They include combined loads due to the tornado wind pressure, due to tornado-created differential ' pres-sures, and due to tornado-generated missiles.
S
= the required strength based on elastic design methods and the allowable stresses defined in the part I of the AISC
" Specification for the Design Fabrication and Erection of Structural Steel for Buildings", Februcry 12, 1969.
Construction Materials Concrete:
Compressive strength (28 days) - f'c = 4000 psi v
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. November 26,'1980 Reinforcing Steel:
ASTM A615-72 Grade'60,'f = 60,000 psi y
Structural Steel:
ASTM A36-70a f =-36,000 psi y
High-Strength Bolts:
ASTM A325-71a (Bearing _ Type), 3/4 0 " minimum Seismic Analysis
_ The building design is based on max'imum ground accelerations for -the OBE.
and SSE conditions of 0.13 and 0.259 respectively.
9 We wisn to reiterate the fact that we are not seeking NRC approval of this design, but in3tead, are providing this information _for your records n
and for _cse by Region V of the Office of Inspection'and Enforcement.
Sincerely,
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Wm. C. Walbridge General Manager cc: Mr. R. H. - Engel'<en, Director l
Region V, Office of Inspection and Enforcement U. S. Nuclear Regulatory Commission Suite 202, Walnut Creek Boulevard Walnut Creek, California 94596 5
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