ML17261A835

Rev 1 to, Design of Mods to Auxiliary Bldg & Turbine Bldg Bracing, Design Input Document Index.Input Layout Withheld

ML17261A835
Person / Time
Site:	Ginna
Issue date:	03/30/1983
From:	Campbell D GILBERT/COMMONWEALTH, INC. (FORMERLY GILBERT ASSOCIAT
To:
Shared Package
ML17261A832	List: ML17261A831 ML17261A834 ML17261A835 ML17309A421
References
EWR-3322, EWR-3322-R01, EWR-3322-R1, NUDOCS 8902060105
Download: ML17261A835 (18)

Text

8 7 788+HEiv7 2 DESIGN INPUT DOCUMENT INDEX for Design of the Modifications to the Auxiliary Building and Turbine Building Bracing (EWR 3322)

GAI W.O. 804-4824-022 Rochester Gas and Electric Corporation GINNA STATION UNIT 1 Submitted Approved Design Input Documents: Revision Date RGSE RG&E

1. Design Criteria 2-26-82 3"4-82 3-26-82 1-11-83 1-24-83 3-30-83

2. Input Layout/ 2-26-82 3-4-82 3-26-82 Arrangement Drawing 1-11-83 1-24-83 3-30-83

3. Safety Analysis 2-26-83 3-4-82 3-26-82 1-11-83 1-24-83 3-30-83 Responsible GAI P.E.

Index Revision Date Ex lanation 1-11-83 Revved to add the Turbine Building Bracing Modifications.

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DESIGN CRITERIA for The Design of the Modifications to the Auxiliary Building and Turbine Building Bracing (EWR 3322)

(GAI W.O. 804-4824-022)

Rochester Gas and Electric Corporation GINNA STATION Unit 1 Originator(s) Zu.

Revisions By:

GAI Approval Project E gineer Date RG&E Approval 13N1-GR-L0908 3-26-82 Date Revision ~Aroval No. Pa e Date GAI RG&E General Revisions 1-11-83 DRC 13N1"GR-L1078, 3-30-83 G~lberC ICenmonwealth

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This design criteria follows the format and addresses the subjects established in GAI's "RG&E Ginna Station Continuing Service Project Management Manual" (PMM), Appendix U.

1.0

SUMMARY

DESCRIPTION OF THE DESIGN 1.1.1 The North-South bracing of the Auxiliary Building to be modified is situated in the northeast corner of the building between columns L2-lla and L-lla and extends from EL. 270'-7 1/2" to EL. 312'-3/16". It consists of diagonal and horizontal angle members and wide flange column sections (reference 2.12).

The bracing has been evaluated in accordance with the design criteria defined in reference 2.18. As a result of that evaluation several components of the bracing system were identified as having stresses in excess of the allowables (reference 2.19).

The objective of this effort is to design the necessary

.modifications that would correct the overstressed condition.

The design shall be based on the analysis performed in the evaluation and shall generally conform to the conceptual modifications that were described in the Analysis Report (reference 2.19).

1.1.2 The East-West bracing of the Turbine Building to be investigated and modified (if required) is located on the South wall of the building between columns F-10 and F-ll and extends from El.

328'. It consists of diagonal 309'o double-angle members and horizontal wide-flange struts attached to the columns (ref. 2.26).

The bracing has been evaluated in accordance with the design criteria defined in reference 2.18. As a result of that evaluation no components of the bracing system were identified as having stresses in excess of the allowables (ref. 2.27). However, as a result of discussions with the NRC and Lawrence Livermore Laboratory (LLL) on August 13, 1982 (ref. 2.28), RGSE committed to reanalyze the bracing connections for a 231 kip axial tension load in the bracing. This 231 kip load (from LLL analysis) is considered to be the maximum load from combinations including the Safe Shutdown Earthquake.

The objective of this effort is to analyze the bracing connections for the above 231 kip load and, if overstressing occurs, design the necessary modifications to correct that overstress condition.

1.2 The function of both the Auxiliary Building and Turbine Building bracing is to transfer any horizontal .loads that exist in the structure down through the building and into the foundation.

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2.0 REFERENCED DOCtBKNTS 2.1 USNRC Regulatory Guide 1.29, "Seismic Design Classification,"

Revision 3, September 1978.

2.2 USNRC Regulatory Guide 1.60, "Design Response Spectra for Seismic Design of Nuclear Power Plants," Revision 1, December 1973.

2.3 USNRC Regulatory Guide 1.61, "Damping Values for Seismic Design of Nuclear Power Plants," October 1973.

2.4 USNRC Regulatory Guide 1.92, "Combining Modal Responses and

'patial Components in Seismic Response Analysis," Revision 1, February 1976.

2.5 USNRC Standard Review Plan, Section 3.8.4, "Other Category 1 Structures," NUREG-75/087, November 1975.

2.6 USNRC NUREGCR-1821, UCRL-53014, "Seismic Review of the Robert E.

.Ginna Nuclear Power Plant as Part of the Systematic Evaluation Program" by the Lawrence Livermore Laboratory, November 15, 1980.

2.7 American Institue of Steel Construction (AISC), "Specification for the Design, Fabrication and Erection of Structural Steel for Buildings," effective November 1, 1978.

2.8 American Concrete'nstitue (ACI), "Code Requirements for Nuclear Safety-Related Structures," ACI 349-80.

2.9 Rochester Gas and Electric Corporation, Robert Emmett Ginna Nuclear Power Plant Unit No. 1, "Final Facility Description and Safety Analysis Report."

2.10 "New York State Building and Construction Code," February 1978.

2.11 Gilbert Associates, Incorporated, report entitled "Ginna Station Seismic Upgrading Program Auxiliary Structures Seismic Analysis,"

May 15, 1980, including Addendum I, March 12, 1981.

2.12- Gilbert Associates, Incorporated, Drawing D-522-001, Revision 5, entitled "Auxiliary Building Steel Framing Column Schedule and Bracing."

2.13 tRochester Gas and Electric Corporation "Ginna Station Quality Assurance Manual", Volume 1 and 2, current revision.

2.14 Rochester Gas and Electric Corporation Specification QA-19, "Quality Assurance Requirements for Suppliers of Design, Procurement, and Construction Management Services," Revision 3, January 19, 1978.

2.15 Letter from D. Crutchfield, NRC to J. Maier, RGSE dated January 7, 1981.

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r, Py Letter from L. White, RG&E to D. Crutchfield, NRC dated February 6, 1981.

Letter from J. Maier, RG&E to D. Crutchfield, NRC dated March 23, 1981.

Gilbert Associates, Incorporated document "Design Criteria for Evaluation of the Structural Steel Bracing of the Auxiliary and Turbine Buildings, May 18, 1981", issued by letter 13N1-GR-T3135 dated June 4, 1981.

Gilbert Associates, Incorporated Analysis Report "Evaluation of the Structural Steel Bracing in the East Wall oi the Auxiliary Building", issued by letter 13NI-GR-T3250 dated September 23, 1981.

American Society for Testing and Materials (ASTM) "Standard Specification for Structural Steel" ASTM A36-80.

American Society for Testing and Materials (ASTM) "Standard Specification for Carbon Steel Externally Threaded Standard Fasteners" ASTM A307-80.

American Society for Testing and Materials (ASTM), "Standard Specification for High Strength Bolts for Structural Steel Joints" ASTM A325-80.

American Welding Society (AWS): D1.1 Structural Welding Code.

American Concrete Institute, ACI349-Appendix B, "Steel Embedments", August 1978.

Letter from J. Maier, RG&E to D. Crutchfield, NRC dated October 28, 1981.

Gilbert Associates, Incorporated, Drawing D-502-062, Revision 4, entitled "Turbine Building Steel Framing South Elevation".

Gilbert Associates, Incorporated, Analysis Report "Evaluation of the Structural Steel Bracing in'he South Wall of the Turbine Building", issued by letter 13N1-GR-T3308 dated October 15, 1981.

Letter from J. Maier, RG&E to D. Crutchfield, NRC dated August 26, 1982.

Letter from J. Maier, RG&E to D. Crutchfield, NRC dated November 13, 1981.

Letter from J. Maier, RG&E to D. Crutchfield, NRC dated April 20, 1982; Qbect/Commonwealth

<r, 3.0 SEISMIC CATEGORY The Auxiliary Building is Seismic Category I as defined by USNRC Regulatory Guide 1.29 (reference 2.1).

The Turbine Building is considered to be a Class III structure as described in Section 5.1.2.4 of the FSAR (ref. 2.9).

4.0 Not applicable.

5.0 CODE CLASS Not applicable.

6.0 CODES STANDARDS AND REGULATORY RE UIREMENTS The design shall be in compliance with the codes, standards, and regulatory requirements as specified in Section 2.0.

7.0 DESIGN CONDITIONS Not applicable.

8.0 LOAD CONDITIONS The Auxiliary Building bracing shall be designed for those loads that correspond to an extreme environmental condition as defined in the Standard Review Plan 3.8.4 (reference 2.5). Pipe rupture, tornado, wind, and missile loads shall not be part of this design.

The Turbine Building bracing connections shall be evaluated and designed, if required, for the load defined in Section 1.1.2.

Loads a~ ,Dead Load (D)

Dead load is the weight of'he structure and any permanently attached equipment, piping, electrical trays, etc.

b. Live Load (L)

Live load is the uniform load for which the floors of the building are designed. Any moving load is also considered as live load.

C ~ Seismic Load (E')

Seismic loads are those caused by acceleration of the mass of the building during a Safe Shutdown Earthquake (SSE).

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Loads generated by the Safe shutdown Earthquake are designated (E').

Seismic loads shall be obtained from the data available from the dynamic analysis that was done for the Ginna Station in May 1980 (reference 2.11).

Load Combinations and Stress Limits Load Condition Extreme Environmental D+ L+

E'tress Load Combination E'+

1.6S 1.6S Limit S The required section strength based on the elastic design method and the allowable stresses defined in AISC (reference 2.7) 9.0 ENVIRONMENTAL CONDITIONS The ambient environmental conditions are as follows:

Temperature 60o 120 F Humidity 20% 80%

Pressure Atmospheric Radiation Negligible 10.0 INTERFACE RE UIREMENTS Structural modifications shall be locally designed and tied into the existing overall structural framing system. The modifications shall be coordinated with existing systems as much as possible to avoid disruption of system service.

11.0 MATERIAL RE UIREMENTS Existing materials shall be assumed to be as shown on the construction drawings.

Additional structural shapes and plates shall conform to ASTM A36.

Additional bolts shall conform to ASTM A307 or ASTM A325.

Welding electrodes shall be E70XX and compatible with base metal.

Concrete expansion anchors shall be Hilti-Kwikbolts.

12.0 MECHANICAL RE UIREMENTS Not applicable.

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STRUCTURAL RE UIREMENTS The bracing shall be designed to meet the stress criteria specified in Section 8.0, and in accordance with referenced documents in Section 2.0.

HYDRAULIC RE UIREMENTS Not applicable.

CHEMISTRY RE UIREMENTS Not applicable.

ELECTRICAL RE UIREMENTS Not applicable.

OPERATIONAL RE UIREMENTS Not applicable.

INSTRUMENTATION AND CONTROL RE UIREMENTS Not applicable.

ACCESS AND ADMINISTRATIVE CONTROL RE UIREMENTS Not applicable.

REDUNDANCY DIVERSITY AND SEPARATION REQUIREMENTS Not applicable.

FAILURE EFFECTS RE UIREMENTS The bracing shall be designed to withstand the design load conditions stated in Section 8.0 and remain functional during and after a Safe Shutdown Earthquake (SSE).

TEST RE UIREMENTS Not applicable.

ACCESSIBILITY MAINTENANCE REPAIR AND INSERVICE INSPECTION Not applicable.

PERSONNEL RE UIREMENTS Not applicable.

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I TRANSPORTABILITY RE UIREMENTS Not applicable.

FIRE PROTECTION RE UIREMENTS Not applicable.

HANDLING RE UIREMENTS Not aplicable.

PUBLIC SAFETY RE UIREMENTS Not applicable.

APPLICABILITY Not applicable.

PERSONNEL SAFETY RE UIREMENTS Not applicable.

UNI UE RE UIREMENTS Not applicable.

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