ML19211A938

Suppl 7 to PSAR

ML19211A938
Person / Time
Site:	Vogtle
Issue date:	12/06/1979
From:	Ehrensperger W GEORGIA POWER CO.
To:
Shared Package
ML19211A934	List: ML19211A933 ML19211A938
References
NUDOCS 7912210344
Download: ML19211A938 (15)

Text

BEFORE THE UNITED STATES NUCLEAR REGULATORY COMMISSION NRC Docket Nos. 50-424, 50-425 In the Matter of GEORGIA POWER COMPANY SUPPLEMENT 7 TO APPLICATION FOR LICENSE UNDER THE ATOMIC ENERGY ACT OF 1954 AS AMENDED FOR ALVIN W. V0GTLE NUCLEAR PLANT UNITS 1, 2 The Applicant, Georgia Power Company, hereby supplements its Application for a Construc-tion Permit and Operating License, originally submitted on August 1,1972, by the addition of supplementary material attached hereto.

by: W. E. Ehrenspe er /

$k Senior Vice President Sworn to and subscribed before me, this [ day of December,1979.

/ 1637 295 b "/ g:7~

" JJotary Public "a"dn'rs"!!,Tld:TJ1Tlll 7912210 349

INSTRUCTION SHEET SUPPLEMENT NO. 7 ALVIN W. VOGTLE NUCLEAR PLANT PRELIMINARY SAFETY ANALYSIS REPORT DO NOT REMOVE EXISTING WHITE PAGES Insert Table of Contents pages S7 3-ix and S7 3-xa ahead of page 3-ix Insert Table of Contents page S7 3-xv ahead of page 3-xv Insert Chapter 3, page S7 3.8-37 through 3.8-40 ahead of page 3.8-37 Insert Chapter 3, page S7 3.8-79 ahead of page 3.8-79 Insert Chapter 3, page S7 3.8-117 ahead of page 3.8-117

?0011 filBlNAL 1637 296 DO NOT REMOVE EXISTING WHITE PAGES

VNP TABLE OF CONTENTS (Continued)

Section Title Page 3.7.3.6 Design Criteria and Analytical Methods for Piping 3.7-63 3.7.3.7 Basis for Computing Combined Response 3.7-63 3.7.3.8 Amplified Seismic Responses 3.7-64 3.7.3.9 Use of Simplified Dynamic Analysis 3.7-64 3.7.3.10 Modal Period Variation 3.7-64 3.7.3.11 Torsion Effects of Eccentric Masses 3.7-64 3.7.3.12 Piping Outside Containment Structure 3.7-64 3.7.3.13 Interaction of Other Piping with Category _

I Piping 3.7-65 3.7.3.14 Field Location of Supports and Restraints (FSAR) 3.7-65 3.7.3.15 Seismic Analyses for Fuel Elements, Control Rod Assemblies and Control Rod Drives 3.7-65 3.7.4 SEISMIC INSTRUMENTATION PROGRAM 3.7-65 3.7.4.1 Comparison with AEC Safety Guide 12 3.7-65 3.7.4.2 Location and Description of Instrumentation 3.7-65 3.7.4.3 Control Room Operator Notification 3.7-66 3.7.4.4 Comparison of Measured and Predicted Responses 3.7-66 3.7.5 SEISMIC DESIGN CONTROL 3.7-66 3.7.5.1 Bechtel Power Corporation 3.7-67 3.7.5.2 Westinghouse Electric Corporation 3.7-68 3.

7.6 REFERENCES

3.7-69 1637 297 P00R"0Gik S7 3-ix POST-CONSTRUCTION PERMIT SUPPLEMENTARY INFORMATION - DECEMBER 12, 1979

VNP TABLE OF CONTENTS (Continued)

Section Title Page 3.8 DESIGN OF CATEGORY I STRUCTURES 3.8-1 3.8.1 CONCRETE CONTAINMENT 3.8-1 3.8.1.1 Description of the Containment 3.8-1 3.8.1.2 Applicable Codes, Standards and Specifications 3.8-5 3.8.1.3 Loads arid Loading combinations 3.8-8 3.8.1.4 Design and Analyses Procedure 3.8-14 3.8.1.5 Structural Acceptance Criteria 3.8-18 37 3.8.1.6 Materials Quality Control and Special Construction Techniques S7 3.8-37 3.8.1.6 Materials Quality Control and Special Construction Techniques 3.8-37 3.8.1.7 Testing and Inservice Surveillance Requirements 3.8-54 3.8.1.8 Containment Interior Coatings 3.8-63 3.8.1.9 Waterproofing 3.8-64 3.8.2 STEEL CONTAINMENT SYSTEM 3.8-65 3.8.3 CONCRETE AND STRUCTURAL STEEL INTERNAL STRUCTURES OF CONCRETE CONTAINMENT 3.8-65 3.8.3.1 Description of Internal Structures 3.8-65 3.8.3.2 Applicable Codes, Standards and Specifications 3.8-66 3.8.3.3 Loads and Loading Combinations 3.8-68 3.8.3.4 Design and Analysis Procedures 3.8-70 3.8.3.5 Structural Acceptance Criteria 3.8-78

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900ROR!B!K 1637 298 e

S7 3-x POST-CONSTRUCTION PERMIT SUPPLEMENTARY INFORMATION - DECEMBER 12, 1979

VNP TABLE OF CONTENTS (Continued)

Section Title Page 3.8.3.6 Materials Quality Control and Special 37 Construction Techniques S7 3.8-79 3.8.3.6 Materials Quality Control and Special Construction Techniques 3.8-79 POUR ORIGNR r

1637 299 S7 3-xa POST-CONSTRUCTION PERMIT SUPPLEMENTARY INFORMATION - DECEMBER 12, 1979

VNP TABLE OF CONTENTS (Continued)

LIST OF TABLES Table Title Page 3.7-7 Sample Computations of Earthquake Lateral Forces and Overturning Moments for an 8-Story Building 3.7-44 3.7-8 Horizontal Force Factor "Cp" for Parts or Portions of Building, Other Structures and Equipment 3.7-45 3.7-9 The 49 Frequencies for Flood Response Spectra Calculations (CPS) 3.7-49 3.7-10 Summary of Seismic Requirements for ASME Code Class I Components 3.7-60 3.8-1 Load Combinations and Load Factors Containment 3.8-9 3.8-2 Deleted S7 3.8-38 lS7 3.8-2 Ranges of Laboratory Experimental Properties of Concretes Specified for use on Containment Structures 3.8-38 3.8-3 Liner Plate Material Properties and Characteristics as Assumed in Design 3.8-39 3.8-4 Internal Structure 3.8-71 3.8-5 Internal Structure 3.8-72 3.8-6 Material Properties and Characteristics as Assumed in Design 3.8-80 3.8-7 Category I Structure Steel Factor Load Combination Working Stress Design 3.8-93 3.8-8 Category I Structure Concrete Factor Load Combination Ultimate Strength Design 3.8-94 3.8-9 Concrete Design Temperatures of Normal Shutdown for the Cooling Towers 3.8-102

) ., Ii T637 300 S7 3-xv POST-CONSTRUCTION PERMIT SUPPLEMENTARY INFORMATION - DECEMBER 12, 1979

VNP TABLE OF CONTENTS (Continued)

LIST OF TABLES Table Title Page 3.8-10 Ambient Temperature and Temperature Distributions in the Soil 3.8-102 3.8-11 Cooling Tower Stress Analysis, Structure and Equipment Weight 3.8-105 3.8-12 Cooling Tower Stress Analysis, Earth Pressure at Rest 3.8-106 3.8-13 Cooling Tower Stress Analysis, Liquid Pressure 3.8-107 3.8-14 Cooling Tower Stress Analysis, Operating Thermal Load 3.8-108 3.8-15 Cooling Tower Stress Analysis, Live Loads 3.8-109 3.8-16 Cooling Tower Stress Analysis, Accident Thermal Load 3.8-110 3.8-17 Cooling Tower Stress Analysis Safe Shutdown Earthquake - Horizontal Load 3.8-111 3.8-18 Cooling Tower Stress Analysis Safe Shutdown Earthquake - Vertical Load 3.8-112 P00RORlBiN1 e e

e 1637 301 S7 3-xvi POST-CONSTRUCTION PERMIT SUPPLEMENTARY INFORMATION - DECEMBER 12. 1979

VNP 3.8.1.6 Materials Quality Control and Special Construction Techniques The materials used in the construction of the containment will conform to the requirements of ACI 301, 318 and 211.1 for concrete; ASTM C618-72 for pozzolans; and, ASTM 615 for rein- lS7 forcing steel.

Quality control procedures shall be as prescribed in ACI 68-31, 68-45.

The containment will be constructed of concrete and steel using proven methods common to heavy, industrial construction.

The basic categories for steel are reinforcement, prestressing system, and liner plate.

The applicable design documents in the construction of the 87 containment are listed in paragraph 3.8.1.2.3.

3.8.1.6.1 Concrete The compressive strength (fc') of concrete will be determined at 28 days for concrete without pozzolans and at 91 days for concrete containing pozzolans. The compressive strength of the concrete for various parts of the containment will be as follows:

S7 A. Base mat, tendon gallery and access shaft II -

fc' = 5000 psi B. Cylinder and dome - fc' = 6000 psi Structural concrete will be batched and placed in accordance with specifications for structural concrete for building (ACI 301-72) and building code. requirements for reinforced concrete ACI 318-71 with additional specific information and exceptions as noted below paragraph 3.8.1.6.6.

Cement will be type II conforming to the " Specification for Portland Cement," ASTM C 150-72. The cement will not contain more than 0.60 percent by weight of alkalies calculated'as Na2O plus 0.658 K 20. Certified copies of mill test reports showing the chemical composition and physical properties will be obtained for each load of cement delivered. The tempera-ture of cement at the time of delivery will not be greater than 130 F. The limitation of the alkali content of the cement may be waived provided that the aggregates pass required laboratory tests and have no history of alkali-aggregate incompatibility.

A i.

S7 3.8-37 POST-CONSTRUCTION PERMIT SUPPLEMENTARY INFORMATION - DECEMBER 12, 1979

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- S7 3.8-38 POST-CONSTRUCTION PERM,Ii' SUPPLEMENTARY INFORMATION - DECEMBER 12, 1979

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VNP All aggregates will conform to the " Standard Specifications for Concrete Aggregate," ASTM C 33 71a. In addition to the specified gradation, the fine aggregate (sand) will have a fineness modulus of not less than 2.5 or more than 3.0 during normal operations; at least 4 of 5 test samples will not vary more than 0.20 from the average.

Coarse aggregate may be rejected if the loss, when subjected to the Los Angeles abrasion test, ASTM C 131-69, using grading A, exceeds 40 percent by weight at 500 revolutions.

Water used in mixing concrete will be tested to exclude injurious amounts of oil, acid, alkali, organic matter or other deleterious substances. The pH is determined by American Association of State Highway Officials (AASHO) Methods.of Sampling and Testing, Designation T26-70. Water will not contain impurities in amounts that will cause either (1) a change in the time of setting of cement by more than 25 percent, or (2) a reduction in the compressive strength of raortar by more than 5 percent compared with results obtained with distilled water.

The concrete will also contain an air entraining admixture and a water reducing admixture. The air entraining admixture will be in accordance with " Specification for Air Entraining Admix-tures for Concrete," ASTM C 260-69. It will be capable of entraining 3-6 percent air, will be completely water soluble, and will be completely dissolved when it enters the batch.

The water reducing and retarding admixture will conform to the " Standard Specification for Chemical Admixtures.for Concrete," ASTM C 494-71, Types A and D. Type A will be used when the arabient temperature is below 70 F. Type D will be used when the ambient air temperature is 70 F and above.

Pozzolans used in concrete for the construction of Category 1 S7 structures will conform to " Specifications for Fly Ash and Raw or Calcined Natural Pozzolans for use in Portland Con-crete," ASTM C 618-72.

3.8.1.6.1.1 Construction Joints. The shear through construc-tion joints will be evaluated by one of the following methods used to transfer shear where the shear is critical.

lh Where horizontal shear keys are not used, the concrete surface of construction joint is prepared by a sandblasting, chipping, air airwater cutting to remove all laitance and other foreign materials. The surface of the concrete is then washed thor-oughly to remove all loose material. In addition, to the foregoing procedure, the horizontal surface is wetted and covered with mortar of the same cement-sand ratio as used in O

MORORIB!NAL 16371305 S7 3.8-40 POST-CONSTRUCTION PERMIT SUPPLEMENTARY INFORMATION - DECEMBER 12, 1979

VNP combined with direct shear are adopted from ACI 438-69, "Tenta-tive Recommendations for the Design of Reinforced Concrete Members to Resist Torsion."

3.8.3.6 Materials, Quality Control and Special Construction Techniques The internal structures are constructed of concrete, or con- {37 crete containing pozzolans, and steel using proven methods I common to heavy industrial construction. Material properties and characteristics assumed in design are given in table 3.8-6.

3.8.3.6.1 Concrete The internal concrete structures have a design compressive strength of 5,000 psi. Materials, quality controi and con- lS7 struction techniques are described respectively in paragraphs 3.8.1.6.1, 3.8.1.6.6.1 and 3.8.1.6.7.

3.8.3.6.2 Reinforcing Steel The reinforcing steel has a minimum yield strength of 60,000 psi conforming to ASTM Designation A615-68 Grade 60. Materials, quality control and construction techniques are described respectively in paragraphs 3.8.1.6.2, 3.8.1.6.7 and 3.8.1.6.6.1, 3.8.3.6.3 Structural Steel Structural steel conforms to ASTM A-36 or other ASTM designa-tion listed in paragraph 3.8.1.6.3. Construction techniques are covered in paragraph 3.8.1.6.6.2.

3.8.3.6.4 Stainless Steel Liner Plate The fuel transfer canal is lined with 3/16-inch welded stain-less steel plate conforming to the requirements of ASTM.A-617, Type 304. This material covers stiffeners, anchors, as well as the liner plate, used for the construction of the fuel transfer canal liner. For construction procedures and quality control, see paragraphs 3.8.1.6.6,3 and 3.8.1.6.7.

P00R BR E L

^"637 306 TP1 i. ,

S7 3.8-79 POST-CONSTRUCTION PERMIT SUPPLEMENTARY INFORMATION - DECEMBER 12, 1979

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MATERIAL 6 PPOPEPTIES AND CHARACTERISTICS ASSUMED g (.D IDENTIFI-CATION Ultimate Defined Strength fy Yield fy Ultimate Strain u Poisson E (los kai) Ratio Thermal Con- Coeff. of ductivity Thermal Heat Capa-city C Unit wt. W O *"J,33 lb/ft8 g (ksi) (ksi) (t) Stu/hr it r Exp. Btu /lb/ F 8""*** (10-*/1 F)

D ses trj Nom- Nom- Nom- Nom- Nom- Nom- Nom- Non- Non-F inal Range inal Range inal Range inal Range inal Range inal Range inal Range inal Range inal Range H Concrete d

8.0 1.74 5.5 0.20 1.4 1.5 0.24 147 CO 6000 psi 6.0 to 1.20 to 6.0 to 0.24 to 1.2 to 6.0 to 0.21 to 145 to C 6.0 1.11 6.5 0.30 1.1 6.5 0.19 143 N t')

T 4 7.0 1.68 5.0 0.20 1.4 5.5 0.24 147 M 5000 psi 5.0 to 1.09 to 5.5 to 0.24 to 1.2 to 6.0 to 0.21 to 145 to EU 5.0 1.00 6.0 0.30 1.1 6.5 0.19 143

% W E~ 6.0 1.60 4.5 0.20 1.4 5.5 0.24 147 2

• 4000 psi 4.0 to 0.96 to 5.0 to 0.24 to 1.2 to 6.0 to 0.21 to 145 to 4.0 0.87 5.5 0.30 1.1 6.5 0.19 143

% O 5.0 1.50 4.0 0.20 1.4 5.5 0.24 147 N 3000 psi 3.0 to 0.80 to 4.5 to 0.24 to 1.2 to 6.0 to 0.21 to 14% to Z g 3.0 0.72 5.0 0.30 1.1 6.5 0.19 143 T Structural steel O

h 40.0 29.0 31.0 0.27 to 0.24 26.0 to 24.0 6.5 6.0 0.12 to 0.14 490 480 to g

A36 36.0 to 36.0 to 27.0 0.30 28.0 to 7.0 0.10 500 H

O Reinf. Steel Z 480 66.0 31.0 24.0 6.0 0.14 l A615-60 60.0 to 29.0 to 26.0 to 6.5 to 0.12 to 490 to 60.0 27.0 28.0 7.0 0.10 500 0

D3 44.0 31.0 24.0 6.0 0.14 480 (3 A615-40 40.0 to 29.0 to 26.0 to 6.5 to 0.12 to 490 to t1 40.0 27.0 28.0 7.0 C.10 500 3

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@ 28.0 26.0 0.10 15.0 9.0 0.14 505 U A0 4L-Stainless 25.0 to 28.0 to 0.13 to 17.0 to 9.6 to 0.12 to 515 to

[ N Steel 25.0 30.0 0.16 19.0 10.2 0.10 525 s

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VNP Structure M Auxiliary Building 5000 psi Control Building 4000 psi Fuel Handling Building 4000 psi Nuclear Service Cooling Towers 4000 psi Diesel-Generator Building 37 4000 psi Auxiliary Feedwater Pump Building 4000 psi Category Water Tanks 4000 psi Pipe Tunnels and Electrical Ducts 4000 psi Materials, quality control, and construction techniques are described in paragraphs 3.8.1.6.1, 3.8.1.6.3, 3.8.1.6.2, 3.8.1.6.6 and 3.8.1.6.7. Concrete containing pozzolans shall lS7 not be used in the radioactive chemistry laboratory area. I 3.8.4.7 Testing and Inservice Surveillance Requirements Testing and inservice surveillance are not required for Cate-gory I structures other than the containment building and no formal program of testing and inservice surveillance is planned.

3.8.5 FOUNDATIONS AND CONCRETE STRUCTURES 3.8.5.1 Description of the Foundations and Supports 3.8.5.1.1 Containment The containment structure foundation is a conventional rein-forced concrete mat approximately 10'-6" feet thick. The mat is circular in plan with an approximate diameter of 154 feet. A circular pit and instrumentation cavity extend below the foundation mat; and, a continuous tendon gallery at the periphery is provided for access to three buttresses and tendon installation. The gallery is structurally connected below the base mat and serves as a working space for post tensioning of tensons of the containment shell, buttresses and dome, as well as for inspection purposes. Refer to figures 3.8-2 and 3.8-3 for configuration of the cavities and physical features. .A floor steel liner plate with a leak chase system covers the entire slab area which provides a barrier to prevent leakage through the foundation mat supported on the soil. A lean concrete fill (nonstructural slab) of 33 inches is poured into place on top of the liner plate to protect the liner against damage during erection and maintenance. See figures 3.8-2 and 3.8-3.

RODROR'BlK 1637 308 x S7 3.8-117 POST-CONSTRUCTION PERMIT SUPPLEMENTARY INFORMATION - DECEMBER 12, 1979

VNP The f mndation slab is designed to sustain all design loads of the antainment and interior structures. The mat is analyzed as a slab on an elastic foundation as delineated in the computer model for the ASHSD, FINEL and NASTRAN programs. The loadings are horizontal, vertical, internal pressure, thermal, and earthquake loads. The vertical loads include all the loaus supported by the foundation mat and the resulting soils reactions. The earthquake loads are those resulting from the entire structure taken as a -aole. The foundation slab is designed for moments, shear and forces resulting from all credible combinations of loads. The effects of LOCA and SSE are considered in the design in an appropriate manner. The finite element method of analysis is emp?oyed in the foundation slab design as discussed in 3.8.1.4 and appendix 3F.

For the discussion of the design loadings and method of analyses employed in design of the base mat, refer to subsection 3.7 of the PSAR.

Additional discussions of the base mat is covered in appendix 3R.

3.8.5.1.2 Control Building The control building is supported on an integral raft type reinforced concrete foundation. The dimensions in plan are 152'0" x 169'4" x three feet thick.

The analysis and design of the control building foundation is the same as for the auxiliary building fsuniAton, see figures 3.8-35, 3.8-36 and 3.6-37, also 3.8.4.4.

The base of the foundation is situated approximately 36 feet above the auxiliary building base floor. In order that no surcharge pressure inducad by the control building foundation is transmitted to the auxiliary buildir.g walls, a lean concrete fill is placed in the excavation again st the wall and excavated slope of the adjaccet structural fill supporting the control building foundation. "his pour-in-pla::e concrete fill will adequately transfer the foundation base pressure and also avoid failure of the fill structure under the building foundation.

The final lateral forcer t.o the founds. tion are transmitted to the subgrade by friction.

PCBRORIBiNAL 1637 309 O

c S7 3.8-118 POST-CONSTRUCTION PERMIT SUPPLEMENTARY INFORMATION - DECEMBER 12, 1979