NUREG/CR-1429

Seismic Review Table

Prepared by M. Subudhi, M. Reich, B. Koplik, J. Lane

Department of Nuclear Energy

Brookhaven National Laboratory

Prepared for

U. S. Nuclear Regulatory

Commission
NOTICE

This report was prepared as an account of work sponsored by

an agency of the United States Government. Neither the

United States Government nor any agency thereof, or any of

their employees, makes any warranty' expressed or implied, or

assumes any legal liability or responsibility for any third party's

use, or the results of such use, of any information, apparatus

product or process disclosed in this report, or represents that

its use by such third party would not infringe privately owned

rights.

Available from

GPO Sales Program

Division of Technical Information and Document Control

U.S. Nuclear Regulatory Commission

Washington, D.C. 20555

and

National Technical Information Service

Springfield, Virginia 22161
NUREG/CR-1429

Seismic Review Table

Manuscript Completed: April 1980

Date Published: May 1980

Prepared by

M. Subudhi, M. Reich, B. Koplik, J. Lane*

Structural Analysis Group

Department of Nuclear Energy

Brookhaven National Laboratory

Upton, NY 11973

*Staff, U.S. Nuclear Regulatory Commission

Prepared for

Division of Operating Reactors

Office of Nuclear Reactor Regulation

U.S. Nuclear Regulatory Commission

Washington, D.C. 20555

NRC FIN No. A3326

ABSTRACT

The Seismic Review Table is a summary of Engineering Design parameters that

were employed in the seismic analysis and design of nuclear power plants. The

table covers 71 reactors licensed to operate by the U.S.N.R.C. The information

contained is listed plant by plant and consists of OBE and SSE 'W' Level and

Modified Mercalli Intensity; Earthquake Time History used to develop the

ground response spectra or as input in the dynamic analysis; Number of Earthquake

Components used and Method of Combining Them; Method of Modal Combination;

Type of Ground Design Spectra; Method of Generation of Floor Response Spectra;

Type of Foundation and Depth; Type, Thickness, Shear Wave Velocity and Shear

Modulus Profile of the Surrounding Subgrade Soil and Bedrock; Ground Water

Table Depth; nearby Dams; Modelling Method used for soil-structure interaction;

Material Damping of Soil; Limitation on Modal Damping . Damping Values; and

Loading Combinations, and Acceptance Criteria for Category I Structures,

Mechanical Equipment, Piping, and Electrical systems. The goal of the Seismic

Review Table is to provide a reference of the available information relevant

to the seismic design of currently licensed nuclear power plants.

TABLE OF CONTENTS

Page

Abstract .......................................................... iii

Acknowledgements .................................................. vii

Introduction ...................................................... 1

Program Tasks and Accomplishments ................................ 2

Table I - Contents of Seismic Review Table (Currently Licensed

in the United States) ................................... I-i

V
ACKNOWLEDGEMENTS

The authors wish to acknowledge their indebtedness and gratitude to

various people consulted during the preparation of the Seismic Review Tables.

Particular thanks are due to our Department Librarians, Mrs. Helen Todosow

and Mrs. Catherine Green for their help in gathering and obtaining the various

FSAR's, amendments, etc. and to Dr. C. P. Tan of the Structural Engineering

Branch, NRC, for the Containment Vessel data shown in Table I of this report.

Grateful acknowledgement is also due to Larry Shao, Acting Assistant Director

of Engineering Programs, Division of Operating Reactors and Assistant Director

for General Reactor Safety Research, NRC, and Dr. P. T. Kuo, Section Leader,

Seismic Review Group, NRC, for their constructive criticism and advice

regarding the contents of the review tables. Finally to Miss Joan Murray

who with patience typed and retyped the corrected drafts, our sincerest

gratitude is due.

vii
INTRODUCTION

The intent of this report is to enable a quick reference of the major seismic

design parameters inherent in the 71 currently licensed nuclear power plants.

All of the presented data was obtained from the existing Final Safety Analysis

Reports (FSAR) and their associated amendments. The results are tabulated for

each plant in a five page "Seismic Review Table." The major headings in the

table are:

A) Earthquake data

B) Method of combination (e.g., modes and earthquakes directional

components

C) Design spectra

D) Foundation and liquefaction assessment

E) Soil-structure interaction

F) Damping, load combination and acceptance criteria and allowable

stresses for:

1) Category I structures

2) Mechanical Equipment and piping

3) Electrical equipment

Table I lists all of the plants together with the names of the owners, the

location, the principal reactor contractor, the plant architectural engineers,

the type of plant (PWR, BWR, HTGR), the type of containment vessel, and the

electrical and thermal power output. FSAR's for all the plants listed in the

table have been reviewed and the tabulated results are given in this report.

For completeness Figure 1 depicting the geographical locations of the operational

plants is also included.
2

PROGRAM TASKS AND ACCOMPLISHMENTS

Efforts under this program can be subdivided into three distinct stages:

Stage 1 involved the determination and collection of all available plant

FSAR's and related questions, answers, and amendments. Next, under Stage 2,

the collected information was reviewed in detail for relevance to the

information needed for the Seismic Review Table. Finally, under Stage 3, the

pertinent parameters were assembled and summarized in tabular form.

With reference to the work carried out under Stage 1, it should be realized

that the documented information contains numerous sections, subsections, and

amendments per plant which were compiled over a span of many years. This

information had to be reviewed to ascertain which documents were available and

which had to be ordered. This was accomplished by carrying out a careful

review of the documents and comparing the information contained within the

documents against the information compiled in the following reference reports:

Title Listing of Civilian Power Reactor Docket Literature in Nuclear

Science Abstracts, volumes'21-26 (1967-1972), TID-3354 RI. U.S.

Atomic Energy Commission, Technical Information Center, April 1973.

Title Listing of Civilian Power Reactor Docket Literature in Nuclear

Science Abstracts, volumes 27 (Jan.-June 1973), TID-3324-R1-S1.

U.S. Atomic Energy Commission, Technical Information Center,

September 1973.

Title Listing of Power Reactor Docket Information, PRDI-74-12. U.S.

Atomic Energy Commission, Technical Information Center, December

1974.

Power Reactor Docket Information, Annual Cumulation, NUREG/PRDI-75/12.

U.S. Energy Research and Development Administration, Technical

Information Center, December 1975.

Power Reactor Docket Information, Annual Cumulation, NUREG/PRDI-76/12/P1.

U.S. Energy Research and Development Administration, Technical

Information Center, December 1976.

Power Reactor Docket Information, Annual Cumulation, NUREG/PRDI-77/12/P1.

U.S. Dept. of Energy, Technical Information Center, December 1977.

Power Reactor Docket Information, Annual Cumulation, NUREG/PRDI-78/12/Pl.

U.S. Dept. of Energy, Technical Information Center, December 1978.
3

Since there was no specific standardized FSAR format until 1975-76, each FSAR

had to be examined on an individual basis. In a number of cases the FSAR was

actually defined as an amendment to the PSAR. Once it was determined what

information was missing and what part of the missing information involved

seismic design criteria, the necessary steps were taken to obtain the required

documents.

Once the material needed for the review was compiled, Stage 2 efforts were

initiated. For each plant assembled FSAR's were first reviewed for the

pertinent seismic information. These were available either in "hard cover" or

in "microfiche" form. Next, the amendments which include various questions

and answers about the plant raised over a period of many years were reviewed

and the gathered information was then compiled and referenced for section and

page number.

Under Stage 3, the compiled reference material of Stage 2 was prepared and

extracted for insertion into the Seismic Review Tables. The information given

in the table thus reflects the data up to an including the latest amendments

available at time of publication. The tables are numbered according to the

numbering scheme shown in the first column of Table I. For each number, a set

of five pages comprising the Seismic Review Table is presented with the page

number appearing in the lower right hand corner in sequence. As an example,

page 8-2 would indicate the eighth entry on Table I, with the number 2

representing the second page of the five-page review table.

Referring to the Seismic Review Tables, the first item assembled is on page 1

of the five-page table. The name of the plant with reactor unit numbers (if

more than one), the type of reactors, and containment, Nuclear Steam System

Supplier (NSSS), the architect engineer, and the CP/OL issue dates. Next,

under the heading of earthquake data, information pertaining to OBE, SSE, and

earthquake time-history was assembled. The OBE and SSE information was further

broken down into horizontal and vertical "g" values and Modified Mercalli

Intensity values. Reference pages, sections, and amendment numbers are listed

in the tables for all assembled information. Under the time history column,

names of the earthquake records used are given. These records in turn are
4

used either for the development of the ground design spectra or are modified

so that their response spectra envelopes the specified ground design spectra.

Generally speaking, this information was available for most of the plants.

However, some of the early plants, such as Yankee Rowe, did not have this

information in the reviewed dockets, and thus the term "not available" is

written in the table. For those cases where the available information was

unclear, the term "unclear information" appears in the table, together with

the pertinent page numbers where the unclear information is given so that the

reader can look up the information for further insight.

Returning to headings OBE and SSE, in many plants the vertical components were

equal to two-thirds of the horizontal, with OBE values typically one-half of

the SSE. For the earthquake time-history, the older plants usually used

El Centro or Taft, while the newer plants used synthetic time-histories.

Methods of combinations were assembled under the subheadings "Number of

Earthquake Components Used and Its Combination" and "Modal Combination."

The information under these headings includes such items as the the number

of horizontal and vertical components used for the analysis, the number of

modes considered, and how they were combined, e.g., absolute sum, SRSS,or

algebraic sum. It is to be noted that the term "modal combination used"

in the table refers to the response spectrum analysis.

The final item on page 1 involves the design spectra with the two subheadings

entitled "Type of Ground Design Spectra" and "Method of Generation of Floor

Response Spectra." Ground design spectra includes the Housner, Newmark, and

Regulatory Guide 1.60 response spectra or any other method specified in the

FSAR's. The most commonly used method for generating the floor response

spectra was the time-history method. When information regarding the input
5

time-history was available, it was also included under this heading. For some

of the older plants, the ground design spectra was directly used with some

amplification factor.

Turning to page 2 of 5 of the table, the major headings are "Foundation and

Liquefaction Assessment" and "Soil-Structure Interaction." The first item

contains four subtopics: "Type of Foundation," "Bearing Information" (including

information related to the type, thickness, and shear velocity profile),

"Groundwater Table," and "Dams." Foundation description and bedrock

characteristics are listed for the containment building. Information regarding

structures on pile foundations is also given under this heading. Bearing

Information lists such items as type of rock (dolomite, glacial fill, sandstone,

etc.), the thickness of the various soil deposits, and shear wave velocities.

Groundwater Table information and the existence of nearby dam locations were

obtained from the site geological survey.

"Soil Structure Interaction" consists of four subtopics. "Method of Modelling"

lists the mathematical model chosen for generating the floor response spectra

of the reactor building and the soil beneath it. Usually the structure is

modeled as a conventional stick model while the soil is represented as either

a lumped spring or finite element model. It is to be noted that a number of

plants have their foundation on bedrock. When reviewing the soil structure

interaction modelling method, it was found that for some plants a fixed base

method was employed. For these cases, the notation fixed base method appears.

For cases where no statement was found as to the type of modelling used, the

term "not available" was entered in the table. The term "not available"

should only be interpreted as a statement of fact with reference to the material

presented in the FSAR; it only means that no information about the particular

item was found. Other subtopics include the "Soil Shear Strength Modulus

Profile," "Material Damping of Soil," and the "Limitation on Modal Damping."

Pages 3, 4, and 5 of the Seismic Review Table are devoted respectively to

Category I--structure, mechanical, piping and electrical equipment. Each of

these pages have common headings that include "Damping Values" (OBE/SSE) and

"Design Criteria," with the latter heading containing subheadings for load
6

combination and acceptance criteria/allowable stresses. "Method of Qualification"

(testing or analytical) was included for the mechanical equipment, piping and

electrical equipment given on pages 4 and 5. Generally, very little information

was available for electrical equipment.

The information listed for the 11 SEP plants (Big Rock Point, Dresden 1 and 2,

Ginna, Haddam Neck, LaCrosse, Millstone 1, Oyster Creek, Palisades, San Onofre I,

and Yankee Rowe) was partly obtained through the use of unpublished docket

search reports supplied to usby the Systematic Evaluation Program Branch,

DOR. This information supplements what was obtained by Brookhaven staff

members in their docket search.

In conclusion, this report contains much information covering a wide range of

seismic topics. It is possible that some relevant information has been

inadvertently overlooked. The Structural Engineering Branch of the Division of

Engineering has the responsibility for maintaining these tables and would

appreciate any contribution from interested parties as to additions or

modifications which might be made to improve it.

The information contained here comprises a data base which will be used to

evaluate conformance of the operating reactors with current seismic design

guidelines.
NUCLEAR POWER REACTORS M THE UNITED STATES

FIGURE I

.gein"i@

Table

NO.

CONTENTS

NSSS

Manufacturer

Architect

Engineer

Reac.

tor

Type

Containment

Type

Nam and/or owner Location

Unit Size

Net MW(e)

Power

Reactor

MW (t)

1-'; Arkansas Nuclear One, Unit 1 (Arkansas Russellville, B&W Bechtel PWR (11) 850 2,568

Power & Light Co.) Ark.

2-1 Arkansas Nuclear One, Unit 2 (Arkansas Russellville, Comb. Bechtel PWR (11) 912 2,815

Power & Light Co.) Ark.

3-1 Beaver Valley Power Station, Unit 1 Shippingport, West. S&W PWR (7) 852 2,652

(Duquensne Light Co., Ohio Edison Co., Pa.

and'Peansylvaina Power Co.)

4-1 Big Rock Point Plant Nuclear (Consumer Big Rock GE Bechtel BWR (1) 72 240

Power Co.) Point. Mich.

5-1 Browne Ferry Nuclear Power Station, Unit Decatur, Ala. GE TVA BWR (2) 1,065 3,293

1 (Tennessee Valley Authority)

B Drowns Ferry Nuclear Power Station, Unit Decatur, Ala. GE TVA BWR (2) 1,065 3,293

2 (Tennessee Valley Authority)

Vo Browns Ferry Nuclear Power Station, Unit Decatur, Ala. GE TVA BWR (2) 1,065 3,293

3 (Tennessee Valley Authority)

6". Brunswick Steam Electric Plant, Unit 1 Southport, GE UE&C BWR (5) 821 2,436

(Carolina Power & Light Co.) N.C.

6-1 Brunswick Stema Electric Plant, Unit 2 Southport GE UE&C BWR (5) 821 2,436

(Carolina Power & Light Co.) N.C.

7-1 Calvert Cliffs Nuclear Power Plant, Unit Lusby, Md. Comb. Bechtel PWR (10) 845 2,700

1 (Baltimore Gas & Electric Co.)

7-1 Calvert Cliffs Nuclear Power Plant, Unit Lusby, Md. Comb. Bechtel PWR (10) 845 2,700

2 (Baltimore Gas & Electric Co.)

6-1 Cooper Nuclear Station (Nebraska Public Brownville, GE B&R BWR (2) 778 2,381

Power District and Iowa Power and Nebr.

Light Co.)

9-1 Crystal River Nuclear Plant, Unit 3 Red Level, B&W Gilbert PWR (10) 825 2,452

(Florida Power Corp4) Fla.

TABLE I: CURRENTLY LICENSED REACTORS IN UNITED STATES

I-I
Setmic

Review

Table

No.

NSSS

Manufacturer

Architect

Engineer

Reac.

tor

Type

Containment

Type

Power

Name and/or owner Location

Unit Size

Net MW(e)

Reactor

MW (t)

10-1 Davia-Bease Nuclear Power Station, Unit 1 ak Harbor, B&W Bechtel PWR (4) 906 2,772

Cleveland Electric Illuminating Co.) hio I

11-i Donald C. Cook Nuclear Power Plant, Unit ridgman, West. AEP PWR (6) 1,054 3,250

(1 Indiana and Michigan Electric Co.) ch.

11-i onald C. Cook Nuclear Power Plant, Unit ridgman, West. AEP PWR (6) 1,100 3,391

2 (Indiana and Michigan Electric Co.) 4ich.

12-1 )resden Nuclear Power Station, Unit 1 lorris, Ill. GE Bechtel BWR (1) 200 700

(Cononwealth Edison Co.)

13-1 esden Nuclear Power Station, Unit 2 lorris, Ill. GE S&L BWR (2) 794 2,527 (Co,-onwealth Edison Co.)

13-1 )resden Nuclear Power Station, Unit 3 4orris, Ill. GE S&L BWR (2) 794 2,527

(Commonwealth Edison Co.)

14-1 Xae Arnold Energy Center, Unit 1 (Iowa ?alo, Iowa GE Bechtel BWR (2) 538 1,593

Electric Light & Power Co., Central

Iowa Power Coopetative, and Corn Belt

Power Cooperative)

15-1 dwin 1. Hatch Nuclear Plant, Unit 1 3axley, Ga. GE Bechtel BWR (2) 786 2,436

(Georgia Power Co.)

16-1 win 1. Hatch Nuclear Plant, Unit 2 3axley, Ga. GE Bechtel BWR (2) 795 2,436

(Georgia Power Co.),

17-1 !ort Calhoun Station, Unit 1 (Omaha Fort Calhoun, Comb. G&H PWR (9) 457 1,420

Public Power District) qebr.

18-1 Port St. Vran Nuclear Generating Station latteville, GA S&L HTGR (9) 330 842

(Public Service Co. of Colorado) 0olo. ._...... .........

19-1 Iadam Neck Plant (Connecticut Yankee laddam Neck, West. S&W PWR (8) 575 1i825

Atomic Power Co.) Conn.

.20;1 1.B. Robinson Plant, Unit 2 (Carolina rtsville, West. Ebasco PWR (9) 700 2,200 Power & Light Co.) .C.

CURRENTLY LICENSED REACTORS IN UNITED STATES (continued)

1-2
Seismic

Rev iew

Table

No.

NSSS

Manufacturer

Architect

Engineer

Reac,

tor

Type

Containment

Type

Power

Unit Size

Name and/or owner Location Net MW(e)

Reactor

MW(t)

21-1 Humboldt Bay Power Plant, Unit 3 (Pacific Eureka, Calif, GE Bechtel BWR (1) 63 242

Gas & Electric Co.

22 -1 Indian Point Station, Unit 1 (Consoli- Buchanan, B&W UE&C PWR (3) 265 615

dated Edison Co. of New York, Inc.) N.Y.

23 - Indian Point Station, Unit 2 (Consoli- Buchanan, West. UE&C PWR (8) 873 2,758

dated Edison Co. of New York, Inc.) N.Y.

24-1 Indian Point Station, Unit 3 (Power Buchanan, West. UE&C PWR (8) 965 2,760

Authority of New York) N.Y.

25 " James A. FitzPatrick Nuclear Power Plant Scriba, N.Y. GE S&W BWR (2) 821 2,436

(Power Authority of the State of

New York)

26 - Joseph M. Farley Nuclear Plant, Unit 1,2 Dothan, Ala. West. Bechtel PWR (11) 821 2,652

(Alabama Power Co.)

27 -1 Kewaunee Nuclear Power (Wisconsin Power & Carlton, Wis. West. Pioneer PWR (4) 535 1,650

Light Co., Wisconsin Public Service Co.

and Madison Gas & Electric Co.)

28 1 La Crosse (Genoa) Nuclear Generating La Crosse, AC S&L BWR (1) 50 165

Station (Dairyland Power Cooperative) Wis.

29 -1 Maine Yankee Atomic Power Plant (Maine Wiscasset, Comb. S&W PWR (7) 790 2,500

Yankee Atomic Power Co.) Maine

30 -1 Millstone Nuclear Power Station, Unit 1 Waterford, GE Ebasco BWR (2) 660 2,011

(Northeast Nuclear Energy Co.) Conn.

31 - Millstone'Nuclear Power Station, Unit 2 Waterford, Comb. Bechtel PWR (11) 830 2,560

(Northeast Nuclear Energy Co.) Conn.

32 -1 Monticello Nuclear Generating Plant Monticello, GE Bechtel BWR (2) 545 1,670

(Northern States Power Co.) Minn.

33 -1 Nine Mile Point Nuclear Station, Unit 1 Scriba, N.Y. GE S&W BWR (2) 610 1,850

(Niagara Mohawk Power Corp.)

1-3 CURRENTLY LICENSED REACTORS IN UNITED STATES (continued)
Seismic

Review

Table

No.

NSSS

Manufacturer

Architect

Engineer

Reac.

tor

Type

Containment

Type

Power

Unit Size

Net MW(e)

Reactor

Name and/or owner Location MW(t)

34-1 North Anna Power Station, Unit 1 Mineral, Va. West. S&W PWR (7) 907 2,775

(Virsinia Electric & Power Co.)

35-1 Oconee Nuclear Station, Unit 1 (Duke Seneca, S. C. B&W Utility & Bechtel PWR (10) 887 2,568

Power Co.)

35-1 Oconee Nuclear Station, Unit 2 (Duke Seneca, S. C. B&W Utility & Bechtel PWR (10) 887 2,568

Power Co.)

35-1 Oconee Nuclear Station, Unit 3 (Duke Seneca, S. C. B&W Utility & Bechtel PWR (10) 887 2,568

Power Co.)

36-1 Oyster Creek Nuclear Power Plant, Unit 1 Toms River, GE B&R BWR (2) 650 1,930

(Jersey Central Power & Light Co.) N.J.

37-1 Palisades Nuclear Plant, Unit 1 (Con- South Haven, Comb. Bechtel PWR (10) 805 2,530

sumers Power Co. of Michigan) Mich.

38-1 Peach Bottom Atomic Power Station, Unit 2 Peach Bottom, GE Bechtel BWR (2) 1,065 3,293

(Philadelphia Electric Co., Public Ser- Pa.

vice Electric & Gas Co., Atlantic City

Electric Co., and Delmarva Power &

Light Co.)

38-1 Peach Bottom Atomic Power Station, Unit 3 Peach Bottom, GE Bechtel BWR (2) 1,065 3,293

(Philadelphia Electric Co., Public Ser- Pa.

vice Electric & Gas Co., Atlantic City

Electric Co., and Delmarva Power &

Light Co.)

39-1 Pilgrim Nuclear Power Station, Unit 1 Plymouth, GE Bechtel BWR (7) 655 1,998

(Boston Edison Co.) Mass.

40-1 Point Beach Nuclear Plant, Unit 1 (Wis- Two Creeks, West. Bechtel PWR (10) 497 1,518

consin Electric Power Co. and Wisconsin Wis.

Michigan Per CO.) Point Beach Nuclear Plant, Unit Z (Wis- Two Creeks, West. Bechtel PWRF (I) 1 4•9 1,518

40"1 consin Electric Power Co. and Wisconsin Wis

Michigan Power Co.) I

1-4 CURRENTLY LICENSED REACTORS IN UNITED STATES (continued)
Seismic

Review

Table

No.

NSSS

Manufacturer

Architect

Engineer

Reac4Containment

Name and/or owner tor

Type

Type

Power

Unit Size

Net MW(e)

Reactor

Location MW (t)

41-1 Prairie Island Nuclear Generating Plant, Red Wing, West. Pioneer PWR (4) 530 1,650

Unit 1 (Northern States Power Co.) Minn.

41-1 Prairie Island Nuclear Generating Plant, Red Wing, West. Pioneer PWR (4) 530 1,650

Unit 2 (Northern States Power Co.) Minn.

42-1 Quad-Cities Station, Unit 1 (Commonwealth Cordova, Ill. GE S&L BWR (2) 789 2,511

Edison Co. and Iowa-Illinois Gas &

Electric Co.) _.

42-1 Quad-Cities Station, Unit 2 (Commonwealth Cordova, Ill. GE S&L BWR (2) 789 2,511

Edison Co. and Iowa -Illinois Gas &

Electric Co.)

43-1 Rancho Seco Nuclear Generating Station, Clay Station, B&W Bechtel PWR (11) 918 2,772

Unit 1 (Sacramento Municipal Utility Calif.

District)

44-1 Robert Emmett Ginna Nuclear Power Plant, Ontario, N.Y. West. Gilbert PWR (9) 490 1,520

Unit _ (Rochester Gas & Electric Co.)

45-1 Salem Nuclear Generating StationUnit 1,2 Salem, N.J. West. UE&C PWR (8) 1,090 3,338

(Public Service Electric & Gas Co.,

Philadelphia Electric Co., Atlantic

City Electric Co., and Delmarva Power

& Light Co.)

46-1 San Onofre Nuclear Generating Station, *San Clemente, West. Bechtel PWR (3) 436 1,347

Unit 1 (Southern California Edison and Calif.

San Diego Gas & Electric Co.)

47 - Shippingport Atomic Power Station (DOE Shippingport, West. B&R,S&W PWR (3) 60 236

and Duquesne Light Co.) Pa. _

48 -1 St. Lucie Plant, Unit 1 (Florida Power & Fort Pierce, Comb. Ebasco PWR (4) 802 2,560

Light Co. Fla.

4%-I Surry Power Station, Unit 1 (Virginia Gravel Neck, West. S&W PWR (7) 822 2,441

Electric & Power Co.) Va.

CURRENTLY LICENSED REACTORS IN UNITED STATES (continued) I-5
Seismic

Review

Table

No.

NSSS

Manufacturer

Architect

Engineer

ReacAContainment Power

Name and/or owner Location

tor

Type

Type Unit Size

Net MW(e)

Reactor

MW (t)

49 -1 Surry Power Station, Unit 2 (Virginia Gravel Neck, West. S&W PWR (7) 822 21441

Electric & Power Co.) Va. -J

50 -1 Three Mile Island Nuclear Station, Unit 1 Middletown, B&W Gilbert PWR (10) 819 2,535

(Metropolitan Edison Co.) Pa.

51 Three Mile Island Nuclear Station, Unit 2 Middletown, B&W B&R PWR (10) 906 2,772

(Metropolitan Edison Co.) Pa.

52 - Trojan Nuclear Plant, Unit 1 (Portland Prescott, West. Bechtel PWR (12) 1.130 3,411

General Electric Co., Eugene Water & Oreg.

Electric Board, and Pacific Power &

Light Co. )

53-1 Turkey Point Plant, Unit 3 (Florida Power Florida City, West. Bechtel PWR (10) 693 2,200

& Power Co.) Fla.

53 -1 Turkey Point Plant, Unit 4 (Florida Power Florida City, West. Bechtel PWR (10) 693 2,200

& Power Co.) Fla.

54 -1 Vermont Yankee Nuclear Power Station Vernon, Vt. GE Ebasco BWR (2) 514 1,593

(Vermont Yankee Nuclear Power Corp.)

55 -1 Yankee-Rowe Nuclear Power Station (Yan- Rowe, Mass. West. S&W PWR (3) 175 600

kee Atomic Electric Co.) I

56 - Zion Nuclear Plant, Unit 1 (Commonwealth Zion, Ill. West. S&L PWR (10) 1,040 3,250

Edison Co.) I I

561 Zion Nuclear Plant, Unit 2 (Commonwealth Zion, Ill. West. S&L PWR (10) 1,040 3,250

Edison Co.) _ I I

* Containment types:

(1) Pre-Mark (Steel)

(2) Mark I (Steel)

(3) Dry Containment-Spherical (Steel)

(4) Dry Containment-Cylindrical (Steel)

(5) Mark I (Reinforced Concrete)

(6) Ice Condenser (Reinforced Concrete)

(7) Sub-Atmospheric (Reinforced Concrete)

(8) Atmospheric (Reinforced Concrete)

(9) Without Buttresses (Pre-Stressed

Concrete)

(10) 6 Buttresses With Shallow Dome

(Pre-Stressed Concrete)

(11) 3 Buttresses With Shallow Dome

(Pre-Stressed Concrete)

(12) 3 Buttresses With Hemispherical

Dome (Pre-Stressed Concrete)

** Manufacturers and Engineers

AC Allis-Chalmer Mfg. Co.

AEP = American Electric Power

Service Corp.

B&R = Burns & Roe, Inc.

B&W = Babcock & Wilcox Co.

Comb. = Combustion Eng., Inc.

GA = General Atomic

GE = General Electric Co.

G&H - Gibbs & Hills, Inc.

S&W = Stone & Webster Eng.

Corp.

S&L = Sargent & Lundy Engineers

TVA = Tennesse Valley Authority

UE&C = United Engineers &

Constructors

West. = Westinghouse Electric Corp.

1-6

CURRENTLY LICENSED REACTORS IN UNITED STATES (continued)
SEISMIC REVIEW TABLE Docket Number

50-313

NAME AND NSSS

TYPE OF THE

PLANT

CP/OL ISSUE DATE

EARTHQUAKE DATA

T1 V

METHOD OF

COMBINATION DESIGN SPECTRA

OBE SSE EARTHQUAKE

TIME HISTORY

NO, OF

EARTH.

COmP.

USED

AND ITS

MODAL

COMB.

TYPE OF GROUND

DESIGN SPECTRA

i

ARKANSAS NUCLEAR

UNIT No. I

Reactor type: PWR

Containment type:

3 buttresses with

shallow dome

(prestressed concrete)

NSSS Manufacturer:

Babcock & Wilcox

Arcitect Engineer:

Bechtel

L2-68/5-74

HOR.

g

0.10

Sec. 5.1.

p. 5-28a

VERT.

g

INTENSITY

MM

HOR.

g

METHOD OF

GENERATION OF

FLOOR RESPONSE SPECTRA

SPCR i I__ I pXop - iTD. I I

0.067

y.2.5

VII

p. 2-19

0.20

Sec. 5.1.

p. 5-28a

0.133

1.2.5

VERT.

g

0

4) 0.U

'OJ

0 ZCo

0 X

WJ 41

p. 5.A-6

Amend. 28

J>w

5.4 0

>. 4)

$40

1-4 1o 0

0-* 00

00

'40 0

0 W t

U0

5.A.4J.1

0.5.40ý

Amn0 2

SRSS

(No closel'

spaced

nodes).

Sec.

5.A.4.2

p. 5.A-7

Housner

Sec. 5.A, 4.1

p. 5.A-5

Figs. 5,A-1 and

5.A-2

Time-history

method.

Vertical ground

response spectrum was used

for equipment

design (no vertical floor

response spectra generated).

Sec. 5.A.4.2

p. 5.A-6

p. 5-28c

Amend. 23 I I

8/18/72

1-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FO-DATION - WATER DAM OF GC PROFILE DAMPING ON

AND TYPE THICKNESS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH DAMPING

Flat Slab 13 ft to Properties of Most wells drilled Not avail- Stick model Not available Unclear in- Not availabl

9 feet 24 ft. shale, 10,000 into bedrock are able. with soil formation

0 to 14,500 fps. less than 150 ft. springs, as

"All Class I indicated in

structures utiliz( ' Fig. 5A-3

the shale bedrock • Fig. 5A-4 ~Fig. 5A-4 as a foundation"~. Fig. 5A-5

0-r4

so

04- uo

,4 M4.

WUS

Sec. 5.1.1.1 p. 2-24 p. 2-16 Table 2-5 3ec. 2.5.3

p. 5.1 p. 2-28 2-7 Sec. 5.1.1.5.6

Sec. 2.7.2 p. 2-28a

1. 2 ;6- -____ __

1-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPI•NG

DAMPINOAGCMBNAIO OBh/SSE LOAD COMBINATION & ACCEPTAN~CE CRITERIA ALL0WABLE'STRESSES

(% critical damping) Y - 1/* (1.25 D + 1,0 R + 1,25 E) ACI-318-63 Code

Welded steel plate assemblies 1.0/1.0 Y = 1/0 (1.25 D + 1.25 H + 1.25 E)

Y - 1/$ (1.25 D + 1.25 H + 1.25 W) AWS D12.1-61

Welded steel framed structures 2.0/2.0 Y = i/ (1.0 D + 1.8 E) (For structural element carrying mainly

earthquake forces.)

Y - 1/0 (1.0 D + 1.0 R + 1.0 E') Ultimate strength design

Bolted or riveted steel framed structure 2.5/2.5 Y - 1/0 (1.0 D + 1.0 H + 1.0 E')

(0.9 D is used where dead load subtracts for critical stress in "Design of Protective

the first three equations.) Structures", Dept. of Navy, Reinforced concrete equipment supports 2.0/3.0 Y - yield strength. NP-3726, August 1950.

D - dead load.

R - force or pressure on structure due to rupture of any pipe. Reinforced concrete frames and buildings 3.0/5.0 H = force on structure due to thermal expansion.

E - design earthquake load.

E' - maximum earthquake load.

Prestressed concrete structure 2.0/5.0 W = tornado load

- 0.9 for reinforced concrete, 0.85 for shear, bond. Anchorage in reinforced concrete.

0.75 for spirally reinforced concrete component members.

0.70 for tied component members.

0.90 for fabricated structural steel, and 0.90 for reinforce(

steel (not prestressed) in direction of tension.

ec. 5.A.4 Sec. 5.A.3 Sec. 5.A.3 p. 5-38a

5.A-6 p. 5.A-3 p. 5.A-3 Amend. 28

p. 5.A-4

1-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAMPING METHOD

OBE0SSE OF

QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA

& ALLOWABLE STRESSES

(% critical damping) L. C. for Internals, vessels, integral support attachments

Steel piping 0.5/0.5 Analytical and piping: ASME BPVC, Section III

and/or testing L.C. Stress Limit

ANSI B31.7 Nuclear Power

Design loads + design PM - 1.0 SM piping code -

earthquake loadsL + PB < 1.5 SM

Design loads + SSE PM - 1 . 2 SM

PL + PB" 1.2 (1.5 SM)

Design loads + pipe rupture PM S 1.2 SM

PL + PB 1.2 (1.5 SM)

Design loads + SSE PM S 2/3 Su

PL + P < 2/3 Su

ec. 5A.4 ec. 5.A,4.2 Sec. 4.1,2 Sec. A-3

5.A-6 . 5A-6 p. 4-4 p. A-2

5A-8

1-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA

OBE/SSE OF

QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE STRESSES

Not available. Not available. Not available. Class I electrical equipment is

seismic qualified in accordance

with the IEEE Guide for seismic

qualification of Class I electrical equipment for nuclear

power generating stations,

JcNPS/Sec. 5 (to be designated

IEEE 344).

Sec. 8.1

p. 8-1, Amendment No. 22,

December 14. 1971

1-5

SEISMIC REVIEW TABLE Docket Number

50-368

NAME AND NSSS EARTHQUAKE DATA COMBINATION METHOD OF DESIGN SPECTRA

TYPE OF THE PLANT NO. N ,OOF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

I I COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE HOR. VERT. INTENSITY ROR. VERT. AND ITS SPECTRA

8 MM g g COM.

Arkansas Nuclear One •

Unit No. 2 0.10 0.067 VII 0.20 0.133 Synthetic time 0o v SRSS Design response Time-history method

history W spectra generated using synthetic

, C from time-histories earthquake accelera- -4 0 ý4 tion time history

Reactor type: PWR J.J as perAECReg0.

Containment type: 0 M 0 Guide 1.60

3 buttresses with N :

shallow dome $ r.

(prestressed con- (BC-T0P-4)

crete) 0oc0,

0

NSSS Manufacturer: U 0

Combustion Engin- r_ U

eering 0 0) 0. >0

chitect Engineer: 0o - W 0

Bechtel U 0

0.QJ•4 5.

9 p. 24 U

12-72/9-78 .2.5-25 P. 3.7-7 .2.5-25 p. 3.7- pg. 3.7-1 p. 3B-1 p. 3.7-9 p. 3.7-1 p. 3.7-3

2-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF Gs PROFILE DAMPING ON

AND TYPE THICKNESS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH DAMPING

Reinforced con,- :0% o 70 ft to Not available. About 10 ft below Ozark Dam Stick model Not available. No soil dampin Not

crete flat cit- 44 Ci e 90 ft. ground surface. Dardanelle with fixed available. cular slab.U ' C D base r.• 4 Dam

Depth not avail- ' . Kerr Dam

ible. o.-4 co

0 V 0 co

U 0 0

0 0

.44I 0

two

0 "4 61.

o '0 0

$4 El 0 l4

1 

24-

2-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING oB/sLOAD COMBINATION ACCEPTANCE CRITERIA

OLOAD ON& ALLOWAfLE' STRESSES

CX critical damping A. Design loading case: 1) D+L+F+To ACI 318-63

Welded steel frams structures 2.0/5.0 2) D+L+F+P+TA AISC 1969

B. Factored loading case: Supplement 1, 2, November 1970

1. C - 1/0 ((1.0+0.05) D + 1.5 P + 1.0 TA + 1.0 F) and December 1971.

Bolted and riveted steel 3.0/5.0 2. C - 1/0 ((1.0+0.05) D + 1.25 P + 1.0 TA + 1.25 H + 1.25 E

+ 1.0 9)

3. C - 1/0 ((1.0+0.05) D + 1.25 H + 1.0 R + 1.0 F + 1.25 E

Reinforced concrete structure and equip 3.0/5.0 + 1.0 TO)

ment supports 4. S - 1/0 ((1.0+0.e5) D + 1.0 F + 1.25 H + 1.0 W' + 1.0 TO)

5. C = 1/0 ((1.0+0.05) D + 1.0 P + 1.0 TA + 1.0 H + 1.0 E'

Prestressed concrete structures 2.0/5.0 + 1.0 F)

6. C = 1/0 ((1.0+0.05) D + 1.0 H + 1.0 R + 1.0 E' + 1.0 F

+ 1.0 To)

Bolted or riveted steel frame structures 2.5/2.5 C - Required capacity of the containment

D = Dead loads.

E - Operating basis earthquake loads.

E' = Design basis earthquake loads.

F = Prestress loads.

H - -ipe expansion loads.

L = Live loads.

P - LOCA pressure loads.

R - Pipe rupture loads

T - LOCA thermal loads.

To- Operating thermal loads.

W'- Tornado wind and tornado missile loads.

p. 3.7-15 Capacity reduction factors. P. 3.8-7 to 3.8-8 . 3.8-3

2-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAMPING METHOD

OBE/SSE OF QUALIS OFI LACCEPTANCE 

QUALIFICATION CRITERIA LOAD COMBINATION & ALLOWABLE STRESSES

(% critical dampi g)

Steel piping 0.5/0.5 Analytical Loading combination 1: normal operating loads + OBE loads. ASME BPVC Section III

Loading combination 2: normal operating loads + DBE loads.

Vital piping 0.5/1.0 Loading combination 3: normal operating loads + DBE loads +

pipe rupture loads.

elded steel plate assemblies 1.0/1.0

p. 3.7-15 p. 3.6-6 p. 3.6-4 p. 3.6-4

2-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA

OBE/SSE OF

QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE STRESSES

Not available. Not available. Not available. Equipment supplied by NSSS

vendor:

Combustion Engineering

Topical Report CENPD-61

Equipment supplied by other than

NSSS vendor:

IEEE Standard 344-1971

p. 3-10.2

2-5

SEISMIC REVIEW TABLE Docket Number

50-334

I I. I

NAME AND NSSS

TYPE OF THE

PLANT

CP/OL ISSUE DATE

EARTHQUAKE DATA METHOD OF

COMBINATION DESIGN SPECTRA

I I iOBE SSE EARTHQUAK•.

TIME HISTORY

NO. OF

EARTH.

COMP.

USED

AND ITS

COM,.D

MODAL

COMB.

TYPE OF GROUND

DESIGN SPECTRA

METHOD OF

GENERATION OF

FLOOR RESPONSE

SPECTRA

I -4 L 4.

Beaver Valley

Power Station

Unit No. 1

Reactor type: FWR

Containment type:

Sub-atmospheric

(Reinforced concrete)

NSSS Manufacturer:

Westinghouse

krchitect Engineer:

Stone & Webster

70/7-76

Compared with El

Centro 1940 and

Taft 1952,

Golden Gate 1957.

Sec. 2.6.4.2

p. 2.6-11

r ree com- $onents.

0ombinatioui

is simul-

.taneous.

Q. 3.15-5

,Amend, 

5

10/10/73

SRSS

?. 3.15-1

kmend. 1

ý/23/73

Housner response

spectra was generated which envelope(

El Centro, Taft and

Golden Gate time

histories. Perform(

by Dr. R. V. Whitmar

:Time-history method.

d

Sec.2.5.3

p. 2.5-4

Sc.2.5.31 ec.2;.5

p. 2. - . 2. -

Sec.2.5.3 Sec.2.5.3

p. 2 . 5 - 4 1p. 2 . 5 - 3 Figs. 2.5-1 and

2.5-2 .,- C, 1

* I S * I -- - I rM. . - I

App. D.1-3 App. Lu

3-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

TOUNDATION I WATER DAM OF G PROFILE DAMPING ON

AND TYPE THICKNE6S V. PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH DAMPING

Dn .•ravel 1100 ft Varvina from 10 ft to 50 ft 3.1 miles Stick model (1) Containment structure Not available. 5% OBE

trete mat

LO ft thick

terrace 800 to 1250

psf

average 30 ft below surface.

Sec. 2.3.2.1.1

p. 2.3-3

downstream

from Montgomery Lock

and Dam

19.6 miles

upstream

from New

Cumberland

Rock and

Dam.

Sec. 2.3.1

p. 2.3-1

with soil

springs.

.G 22,000 psi

(2) Fuel building, auxiliary building and

other near surface

building

G - 17,000 psi

(3) Intake structure

G - 17,000 psi

Sec. 2.5.3

p. 2.5-5

7% DBE

App. B

pg. B. 1-3

Lec. 2.4

V. 2.4-2

Sec. 2.4

p. 2.4-2

Sec. 2.6.3.1

p. 2.6-3

Sec. 2.6.2.3

p. 2.6-3

Sec. 2.6.4.4

p. 2.6-15 m I I

J6-

3-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING

OBE/SSE (% criti- LOAD COMBINATION ACCEPTANCE CRITERIA

cal damping) & ALLOWABLE'*TRESSES

Containment structure 5.0/7.0 Concrete structure Using working stress design

D.L. + L.L. ACI 318-63

Steel reinforced concrete D.L. + L.L. + OBE

(no cracking) 0.5 to 1.0 D.L. + L.L. DBE

D.L. + L.L. + TOR

elded steel, well reinforced concrete 2.0 D.L. + L.L. + F

(with slight cracking) Steel structure Steel structure, AISC-63, Part I

Reinforced concrete (with consider- 2.0 D.L. + L.L. Specified minimum yield strength

able cracking) D.L. + L.L. + OBE for structural steel.

D.L. + L.L. + DBE

olt steel 5,0 D.L. + L.L. + TOR

D.L. + L.L. + F

ielded steel 5.0

Reinforced concrete 5.0

ýolted steel 7,0

Amendment I, Sec. B.1.2, Table B.1-3, p. B.1-3 Amendment VII, p. B.1-6 (3/29/74) Amendment VII, P. B.1-7

4/23/73 3/29/74

3-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAMPING METHOD

OBE/SSE OF OBE/SS OF 1 ACCEPTANCE CRITERIA

(% criti- QUALIFICATION LOAD COMBINATION & ALLOWABLE STRESSES

cal damping) t

Piping 0.5/1.0 Analytical Pressure piping Piping

and testing. 1. Normal conditions (a) P < S ANSI, B31.1 pressure piping code

(b) P ( (orPL) -- <S with beowdiameters of 6 in. NPS and

m -- below.

2. Upset conditions (a) P m 1.2 S ASME BPVC, Section III (1968

(b) P + PB < 1.5 S edition)

3. Emergency conditions (a) Pnm< 1.2 S

(b) P + P B 1.5 (1.2 S)

Pressure vessel

1. Normal conditions (a) P < Sm

(b) P m + PB 1.5 Sm

(c) P + PB + Q < 3 S

2. Upset conditions (a) P < S

(b) P +PB< 1.5S

(c) Pm + PB + Q < 3 Sm

3. Emergency conditions (a) P < 1.2 Sn

(b) Pm + PB < 1.5 (1.2 S )

Amendment I, Table B.l-3 4A23173 _______t For further details refer to Table B.3-4 Question 3.22-1

3-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DESIGN CRITERIA

LOAD COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE STRESSES

i

Not available Testing for

mounted

components

"Class I instrumentation and electrical equipment are designed tc

capability to:

1. Initiate a protective action during DBE and OBE

2. Withstand seismic disturbances during post accident operatic

maintain their

n

IEEE STD 344-1971

"Seismic Qualification of

Class I Electric Equipment

for NPP Generating Station".

p. B. 2-14

__________________________________________________________ I a

3-5

SEISMIC REVIEW TABLE*

Docket Number

50-155

I T METHOD OF DESIGN SPECTRA

NAME AND NSSS

TYPE OF THE

PLANT

CP/OL ISSUE DATE

EARTHQUAKE DATA METHOD OF COMBINATION DESIGN SPECTRA

f NO. OF 1 1

OBE SSE EARTHQUAKE

TIME HISTORY

NO, OF EARTH.

COMP.

USED

AND ITS

('Ankl

MODAL

COMB.

TYPE OF GROUND

DESIGN SPECTRA

HOR.

g

VERT. 2 INTENSITY HOR. VERT.

I I . I M ____I___ - -I I

Big Rock Point

Nuclear Plant

Reactor type: BWR

Containment type:

Pre-Mark (steel)

NSSS Manufacturer:

General Electric

Architect Engineer:

Bechtel

5-60/8-62

Not used Not used Not available

.05 not

and used

0.025

(see last

column of

this

page)

0.12 for

RDS only.

not used one horizontal

component

3 directions

with SRSS

for reacto

depressuri

system onl

one

SRSS for

RDS only

zation

y

Not used

Not used

METHOD OF

GENERATION OF

FLOOR RESPONSE

SPECTRA

The lateral concrete

loads for design of

internal concrete

structures were loetermined fromU.B.C

requirements. A

seismic factor of

0.025 was used for

the eqqivalent lateral coefficient

for these structures as well as other major structures, e.g.

turbine building,

240 ft. high stack,

control room and

waste storage

building. RDS reanalyzed in 1974

using R.G. 1.60,

floor response

spectra by Kapur

method.

Sec. 2-l11 Sec. 2-11

SEPB Report prepared

*Information obtained from BNL Docket search and

by LLL; EDAC Report #175-130.04, January 1979.

SEPB report prepared

4-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHODMAEIL IIT IO

FONATION WATER DAM OF GS PROFILE DAMPING ON

ITSDET TYPE THICKNESS V PROFILE TABLE MODELLING OF SOIL MODAL

ITSET DAMP ING

00w

4 J.Ro0k Not Not available Not available Not Not used Not available Not used Not 1ý 4Jj ýo oU d availabi available avail0 able

00 U

w 00

0 00

w ~0 000

0 En 4i

,-4 L) H 0 CO j &Q 0'-

04-i-1

z 0

".0 " -I

00

0 4j w

0 U 0 CýU 0 b-4 1 C(11

0 ~ 0 0 0 0ý 00 0i~b (3) 'V 0 4q E s-i(1 00 1 t 0 A0si -

a) 0 co 4-

0 0044

4-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING

OBE/SSE (% Critical LOAD COMBINATION ACPEPTANCE CRITERIA

damping) & ALLOWABLE'gTRESSES

Containment: 4.0

used in 1974 reanalysis of

reactor depressurization system Containment; Seismic (0.05g) + DL + snow Containment:

to acceleration equal to 0.12g. Internal Concrete Structure: ASME B and PV

Seismic (0.05g) + DL + equipment

RDS components assumed to NSSS: Seismic (0.05g) + DL + pressure Sec. VI, VIII, IX

have damping values of NSSS Piping: Seismic (0.025g) + pressure + equipments UBC - 1958

R.G. 1.61. Turbine Building: ACI - 318-56

Seismic (0.025g) + DL + equipment

Sec. 3-3 Sec. 2-11
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAMPING METHOD OBE/SSE OF (% Critical 

ACCEPTANCE CRITERIA

damping) QUALIFICATION LOAD COMBINATION & ALLOWABLE STRESSES

Containment/Reactor Vessel:

Not available Not available Not available ASME BPVC

Sec. 11, VI, VIII, IX, 1958

Piping and Supports:

ASA B 31.1 1955

4-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA OBE/SSE OF (% Critical

damping) QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA & ALLOWABLE STRESSES

MIL-STDýI67, Test Mechanical vibration of

shipbord equipment

MILSTD-901C,

Requirements for shock

test.

"Seismic qualification of

RDS for BRP plant".

Amend. 8, Docket 50155-50

4-5

SEISMIC REVIEW TABLE Docket Number

50-259, 260, 348

METHOD OF DESIGN SPECTRA

NAME AND NSSS EARTHQUAKE DATA COMBINATIOND

TYPE OF THE

PLANT NO, OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE HOR. VERT. a INTENSITY HOR. a VERT. AND ITS SPECTRA MM 9 I DATE___a 9 COMB..

Browns Ferry Nuclear 0.10 0.067 VII 0.20 0.13 Design spectra com- Three corn- SRSS Housner design Time-history method.

lant pared with the El ponents: spectra Plit Nos. 1, 2, & 3 Centro, May 1940, N-S Each hori- component, normalized zontal comReactor type: BWR to maximum accelera- bined with

tion. El Centro time vertical

Containment type: history enveloped component

Mark I (steel) ground spectrum and simultanwas used in time- eously.

NSSS Manufacturer: history analyses "A vertic 1

General Electric ccelerati n is

onsidered to act

Architect Engineer: limultaneo sly

Tennessee Valley with horizontal)

Authority nd to inciease or

ecrease tle verical load whichver is mot

onservati e.

p.

init 1: 5-67/6-73 12.2-32

]nit 2: 5-67/6-74 Sec. 2.5. Sec. 2.5. Sec. 2.5-4 Sec. C.3-2 Sec. C.3-2 Figs. 2.5-15 and Sec. 12.2.2.8

Jnit 3: 7-68/8-76 2. 2.5-6 .12.2-2 . 2.5-6 p. 2.5-6 .12.2-2 pp. 2.5-7, 2.5-8, p. C.0-3 p. C.0-3 2.5-16 , 2.5-17 p. 12.2-12

2.5-12 p. 2.5-7

5-1
SEISMIC REVIEW TABLE

FOUNDATION AD LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF Gs PROFILE DAMPING ON

AND TYPE THICKNES$ V. PROFILE TABLE MODELLING OF SOIL MODAL ITS DEPTH• DAMPING

Base slab with a Bedrock Average Not available. Ground water is Wheeler Dam Lumped mass 2,300,000 psi bedrock Not available 5% for all

circular mass of depth 54 derived from pre- model with modes

concrete at the ft (41 tc cipitation. Wilson Dam soil springs

center supporting 69 ft)

the drywell. Tuscombit 50 ft

forma- below be

tion rock

Fort 145 ft

Payne below

forma- Tuscombtion ia

Sec. 12.2.2.1 Sec. 2.5 2.3.2 Sec. 2.4.2.1 Sec. 12.2.2.8 Sec. 2.5.2.4.2 Sec.12.2.2B

p. 12.2-1 pp. 2.5-Il&2.5-2 p. 2.4.1 p. 2.4-3 p. 12.2-11 p. 2.5-5 p. 12.2-69 p. 12.2-3 1

p. 12.2-69

Fig. 12.2-78

5-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPINC

ODE/SSE (% criti- LOAD COMBINATION ACCEPTANCE CRITERIA

cal damping) & ALLOWABLE'STRESSES

Steel structure 1.0 These loads are considered in the following combinations: ACI-318-63

Reactor building N.O. + OBE < 0.5 f

Concrete 5.0 Case 1. Prestartup - DL+LL+P - y

Case 2. Operating - DL+LL+P+THERM+RESTR N.O. + DBE < 0.85 f' or 0.9 f

Case 3. Operating + Earthquake - c y

-A. DL+LL+P+THERM+RESTR+OBE

-B, DL+LL+P+THERM+RESTR+DBE

Ultimate strength method

where

DL - dead load

LL = live load

P - pressure transmitted through polyurethane foam at operating temperature

OBE = Operating Basis Earthquake (0.1 g)

DBE = Design Basis Earthquake (0.2 g)

THERM = thermal load at operating temperatures

RESTR - restraint to thermal growth of shield by pools

For more details: refer to Tables 12.2-1 through 12.2-43

Sec. 12.2.2 Sec. 12.2.2.2.3 AEC Q. 12.2-10

p. 12.2-4 p. 12.2-4 p. 12.2-4

5-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAMPING METHOD

013/591 OF

(% criti- QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA

cal damping) & ALLOWABLE STRESSES

Piping 0.5 Analytical Deformation limit Table C.0-1 Piping

Primary stress limit Table C.0-2 ANSI B31.1.0

Buckling stability limit Table C.0-3 ANSI B31.7

Equipment 1.0 Fatigue limit Table C.0-4

Vessel

For details refer to Tables C.0-1 to C.0-7. ASME BPVC, Section III

Sec. C.3-2 ppendix C Section C.2-6 Appendix C

p. C.0-3 Lection C.3 p. C.0-2 Section C.4-1

5-4
SEISMIC REVIEW TABLE

5-5

SEISMIC REVIEW TABLE Docket Number

50-324, 325

NAME AND NSSS EARTHQUAKE DATA METHOD OFD

TYPE OF THE COMBINATION

PLANT .NO. OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE HOR. VERT. INTENSITY ROR. VERT. AND ITS SPECTRA

Ag g g g SCCOMB.

Brunswick Steam Elec- 0.08 0.053 0.16 0107 or piping The envelope of the Time-history method

tric Plant Units 1 & VII (SSE)1 1940 N-S El Centro = ýquipment 1lousner spectra and

2 spectrum normalized a• ) y SRSS the El Centro specafactor was used 34.3.2 tra was termed as

Reaotor type: BWR for developing the ",4 the smoothed 1940

design spectra. c or struc- N-S El Centro norContainment type: :ure abso- malized spectrum.

Mark I r. Lute sum. Fig. 2.6-7

(Reinforced con-,Fig. 2.6-9

crete) a 0 •

SSS Manufacturer:

General Electric u

Architect Engineer:

United Engineers & W U r -4

Constructors I Aj

IC ow.14

0 Comment

C-10

nit 1: 2-70/10-76 ec. 2.6 Sec. 2.6 Sec. 2.6 Sec. 2.6 Sec. 2. Sec. 2.6.6.1 C4.3.2 MC.10-1 ISec. 2.6 Comment C.3,P.MC.3-1

nit 2: 2-70/12-74 . 2.6-6 p. 2.6-10 p. 2.6-11 p. 2.6-7 p. 2.6- 1 p. 2.6-10 p. C-56 Amend. 14 p. 2.6-9 Amend. 13 (Sept. 72)

1972 Fig. 2.6-7

6-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF Gs PROFILE DAMPING ON

AND TYPE THICKNESS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH DAMPING

Reinforced con- Sand and 115 ft Thick. Vs Table M.2.17-1 Not avail- I umped mass Not available Soil structure Not availcrete mat founda-:lay. (ft) (ft/sec) gives ground able. with soil interaction able.

tion, founded on water details, springs, damping .04/.0

a strata of very Limestone 115 ft 35 750 critical dampdense-fine to 30 1400 See design ing for OBE/DB]

medium-coarse lard cal- down to 43 5500 reports 4, 9,

sand. .areous 1500 ft 127 4500 and 10.

-lay and 1290 3000

Depth not avail- :retaceable. )us rock.

rystaline

C.57,

Comment 2.17

Sec. 12.2.1 Sc. 1.5 Sec. 1.5 Fig. 2.6-7 RM2.17-1 p MC.57-1

p. 12.2-1 . 1.5-2 p. 1.5-2 A1end. 14, 11/72 Table C-I

6-2
SEISMIC REVIEW TABLE

-STRUCTURES

DESIGN CRITERIA

DAMPING

OBE/SSE (% criti- LOAD COMBINATION ACCEPTANCE CRITERIA

cal damping) Pvjm.rv enntAinment (Drvv&ll & iiipre~forn Chamhprsg & ALLOWABLE' STRESSES

Reinforced concrete: U = (1.0+0.1) D + 1.50 P + 1.0 TI.5 + 1.0 R Codes

Primary containment 4.0/7.0 1 - 1.0 ACI 318-63, Part IV B

Other Class I structures 4.0/7.0 U2 = (1.0+0.1) D + 1.25 P + 1.0 T1 . 2 5 + 1.25 E + 1.0 R Ultimate strength design

U3 - (.0-0.1) D + 1.00 P + 1.0 0+ 1.00 E' + 1.0 R AISC (1963) specification for the

T - (1.0+0.1) D + 1.15 P (Pressure test condition) erection of structural steel

Steel structures: -

(Reactor building and other Class I Structures Plant stack design, ACI 307-69

Class I structures)

Bolted or riveted 5.0/10.0 U = 1.5 D + 1.8 L + 1.0 T + R + Pr

Welded 2.0/5.0 U - 1.5 D + 1.5 L + 1.5 E + 1.0 T + R + Pr

U - 0.9 D + 1.5 W + 1.0 T + R + Pr

U = (1.0+0.1) D + 1.0 E' + 1.0 T + R + Pr

U - (1.0+0.1) D + 1.0 W' + 1.0 T + R + Pr

U - 1.5 D + 1.5 L + 1.5 W + 1.0 T + R + Pr

Comment 22

p. MC.22-I

Sec. C.2.6.1 Amendment 13 (Sept. 1972)

Table C-1 p. C-9 C-5

6-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAMPING METHOD

OBEISSE OFI_______________

Oc (%criti- - Q QUALIFICA±TION IICA FACCEPTANCE N LOAD COMBINATION &ALLOWABLE CRITERIA STRESSES

cal damping)

Piping Equipment 1.0/2.0 Analytical Design condition Load combination Stress limits ANSI B31.1 - 1967

and testing Design, normal Pressure S Power piping Piping 0.5/2.0 and upset h ASME BPVC, Sec. III

Pressure; dead S Valves

weight ANSI-B31 1-67

Pressure, dead 1.25 Sh ANSI-B16.5

weight, OBE

Pressure, dead Sn +S hPumps

weight, thermal ANSI-B31.1-67

Emergency Pressure, dead 1.8 Sh ASME Sec. III. Class C

weight, DBE

ec. 2.2 Table C-7 through C-29 Amendment 13 (Sept. 1972)

able C-1 -4 endment 13, Comment 4.3, p. M4.3-1 p. M4.1-1

Sec. A.I.l, p. 2

p. MC.18-3

6-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA

OBEISSE OF

QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE STRESSES

Not available. Analytical OBE IEEE 344-1971

and Testing Combined stresses < 0.6 S . -- Y Equip M~x. Hor. g""

DBE Voltage 8.5

Combined stresses < 0.9 S pre-amp

Temp. control 12

switch

Intermediate 1.5

range monitor

see Table C-30

STable C-30

Sec. 2.2 Comment 7.8, p. M7.8-5 Comment 7.8 p. M7.8-2

p. C-4 Amendment 13 (Sept. 1972) mendment 13 (Sept. 1972)

6-5

SEISMIC REVIEW TABLE Docket Number

50-317, 318

NAME AND NSSS EARTHQUAKE DATA METHOD OF I DESIGN SPECTRA

TYPE OF 'THE COMBINATION

PLANT NO, OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

Co01. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATh HOR. VERT. INTENSITY HOR. VERT. AND ITS SPECTRA 9 - g g _ _ _COM__.

Calvert Cliffs 0.08 0.053 VII 0.15 0.10 Compared with digit- • SRSS in- 1. Housner spectra "Digitize' El Nuclear Power Plant alized El Centro 4 cluding for frequency Centro was used

Units No, 1 & 2 earthquake 1940 (E-W) e closely >0.33 cps. in the analysis

normalized to: spared 2. Newmark spectra equipaenI Reactor type: PWR 0.08 g horizontal mods. r ecequipment.

0.053 g vertical <0.33 cps

Containment type: 0 tlass 2src

6 Buttresses with 5 (Figs. 2.6-4, and shallow dome E 2.6-5)

(prestressed conet ,AEC TID 7024

"Nuclear Reactors

NSSS Manufacturer: and Earthquakes'".

Combustion Engineering =

ý4 0

Archtect Engineer: M

Bechtel 0

N -4

sO E

nit 1:7-69/7-74 Sec. Sec. Sec. 2.6.5. Sec. 2.6.5.4 Sec. Sec. Sec. 2.6.5.4 p. 2.6-10

nit 2:7-69/11-76 2.6.5.2 2.6.5.2 p. 2.6-9 p. 2.6-10 5A.3.1.4 5.1.3.2(b) P. 2.6-10

p. 2.6-9 p. 2.6-9 P. 5A-5 . 5-22 p. 5A-6

7-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF IEARING INFOMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF G. PROFILE DAMPING ON

ASD TYPE THICKNESS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH SDAMPING

Foundation for ý • u 200 ft 1600 fps Varies from 8 ft Not avail- Stick model Not available. Soil: % criti-iot available

containment: 10 v to 82 ft. able. with soil cal damping

ft thick rein- 0 I springs. OBE: 2%

forced concrete W 1 4 SSE: 3%

slab. om®

C 0

1. 4.5

p.5 22. . . 2. .C.2 6 7p . - p -1p 1.-5

0 5

0. 00 V@ 00

~. M.-~44.5 4j 0

W. 9L r4 W 10.4 0I 1

cc W41 CU CC

0. .C, 4 @3 -r4M

o 1.0 44U W U~ 0 2

Sec. 5.1.2.1 Sec. Sec. Sec. 2.6.4.4 Sec. 2.5.3.3 Sec. 5.1.3.2 Sec. 5A. 3.1.4

p. 5.2 2.6.5.1 2.4.1 p. 2.6-7 p. 2.5-9 p. 5-21 p. 5A-5,

p. 2.6-91p. 2.4-11 p. 5A-6

7-2
SEISMIC REVIEW TABLE

.STRUCTURES

DESIGN CRITERIA

DAMP ING

DAMPINGACCEPTANCE CRITERIA OBE/SSE (% criti- LOAD COMBINATION ALLEWANLE TRERSE

cal damping) _ _ _ _& ALLOWBLE'_TRESSES

(translational) Y > 1/$ (1.05 D + 1.5 P.+ 1.0 TA + 1.0 F)

1. Welded steel framed structure 1.0/1.0 y ; 1/0 (1.05 D + 1.25 P + 1.0 TA + 1.25 H + 1.25 E + 1.0 F)as

2. Bolted or riveted steel framed 2.5/2.5 Y > 1/0 (1.05 D + 1.25 H + 1.0 R + 1.0 F + 1.25 E + 1.0 TO)

structure Y > 1/0 (1.05 D + 1.25 H + 1.0 F + 1.25 W + 1.0 TO)

3 Reinforced concrete frames and 3.0/5.0 Y > 1/$ (1.0 D + 1.0 P + 1.0 TA + 1.0 H + 1.0 E' + 1.0 F)

buildings Y > 1i/ (1.0 D + 1.0 H + 1.0 RA+ 1.0 E' + 1.0 F + 1.0 TO)

. Prestressed concrete structures 2.0/5.0 Y = Yield strength.

D = Dead load.

(rotational) E= OBE

E = SSE

Rocking motion for prestressed 5.0/7.0 W = Tornado wind load.

concrete structures P = LOCI pressure load.

Rocking motion for reinforced 5.0/7.0 F = Final prestress load.

concrete structures TA - Thermal load incident temperature gradient through walls

and expansion liner

R - Force or pressure on structure due to rupture of one pipe.

H = Thermal expansion force.

To - Thermal load due to normal operating temperature gradient

through walls.

0 - Reduction factor.

Sec. 5A.3.1.4 Sec. 5A.3.1.2 Sec. 5A.3.1.2

pp. 5A-5 and 5A-6 pp. 5A-3 and 5A-4 p. 5A-3

7-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DAMPING METHOD DESIGN CRITERIA

OBE/SSE OF

QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA

& ALLOWABLE STRESSES

(% critical damping) Vessels Piping

(Translational) Analytical 1. Design loading + OBE: P < S Pm < Sm Reactor vessel: ASME BPVC III

Steel piping 0.5/0.5 m m - PB +PL < 1.5 S PB+PL B < 1.5 Sm Piping: ASME BPVC III (1967)

Welded steel plate assemblies 1.0/1.0 2. Normal operating Pm < SD Pm < SD USAS B 31.7, Class I

+ SSE: D P2 4 7 P (Code cases 83, 1477

P < 1.5 (1- -) P -SDcos(* SD are included). B SD S I-TD 2S

3. Normal operating Pm < SL P < SL

+ SSE + pipe -- L4'2 m7-- P

rupture: PB < 1.5 I-!!) P < 4-Scos(-)m

P = Calculated primary membrane stress. Pm = Calculated primary bending stress.

BP = Calculated primary local membrane stress.

SL = Allowable stress limit ASME BPVC III.

S= S Yield at temperature ASME BPVC III.

SD = Design stress.

S= Sy + 1/3 (S -S,)

= Tensile strengTh at temperature.

Sec. 5A.3.1.4 ec. 4.2.1, Table 4-2 Sec. 4.2.1, Table 4-2

p. 5A-5 p. 5A-5 p. 4-5 to 4-7 p. 4-7

7-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA

OBE/SSE OF

QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE STRESSES

"All electrical-systems and components vital to plant

Not available Not available safety, including the emergency diesel generators, are de- Not available

signed as Class I so their integrity is not impaired by the

design basis earthquake, high winds, or disturbances on the

external electrical system".

pg. 8.1

7-5

SEISMIC REVIEW TABLE Docket Number

50-298

NAME NAME AND AND NSSS NSS EARTHQUAKE DATA COMBINATION METHOD OF DESIGN SPECTRA

PLANT NO, OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE HOR. £ VERT. £ INTENSITY 10 BOR. g VERT. g AND O. ITS SPECTRA

Cooper Nuclear i 0.10 0.05 VII 0.20 0.10 The accelerogram of Reactor Design spectrum re- Time-history method

Station the N69W component of A vessel in- sponse curves genthe July 21, 1952 a ternals: erated from 1952

Reactor type: BWR Kern County earth- 0 SRSS for rlTaft earthquake

quake recorded at V C: 4 s sponse spe(- p

Containment type: Taft, California was Id trum methoc

Mark I (steel) used to develop re- - 0 lgebraic

sponse spectra sum for NSSS Manufacturer: 0 timeGeneral Electric 5 .4 istory 0 0 aethod

Architect Engineer:

Burns & Roe, Inc. AJ o

0 cZ.4• 0. p I , 0

0-4 >i

1ol.1 Vol. 1 Vol. I Vol. 1 Vol. 1 o. Vol. 1, Sec. 5.2.4

6-68/1-74 iec. 5.2.%ec. 5.2.3 Sec. 5.2.15ec. 5.2. Sec.5.2. Sec. 5.2.4 App. C p. 11-5-4, Figs.

p.II-5-4 p.11-5-4 p. 11 5-3 p.II-5- 4 p.II-5 S Sec. 3.3.'Vol. 1 11-5-7 to 11-5-10 Vol. VII

p. 11-5-4 p. C312 Sec.3.5.3 Amend

|p.III- 3 -1 2 Q.12.35

8-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF G PROFILE DAMPING ON

AND TYPE THICKNESS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH DAMPING

Mat foundation. Dense Not available. Not available. Not avail- Stick model Not available 5% qot avail-

. J tructure. able, with tocking 3ble.

Depth not avail- D not avail- springs, ,1

able. ble. No vertical

:or horizontal

9 Silty soil springs

4 q and: 10 were included

0 4 o 25 ft.

•. O

4. -4

Aj U

a fAj

.-4 W -

,41 M.

'44 4.4

54 j W ..

,6 4 CO

0)W

Vol. I Vol. I 0o. I Vol. VII Vol, V

Sec. 5.2.3 Sec.5.1. ec. 5.1. Amend 13 Appendix C

p. 11-5-4 4, p. II ,p.II- 3 1Q.12.55 1p. C-2-7

5.3

8-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING

OBE/SSEca ing LOAD COMBINATION ACCEPTANCE CRITERIA cal damping) & AILOWABLE' STRESSES

Reinforced concrete structures. 5.0/7.0 D+E ACI-318-63 for reinforced concret

D+R

D+R+E AISC Manual of Steel ConstrucSteel frame structures. 2.0 D+E+Flood tion (Sixth Edition)

D+T

D+R+E'

Welded assemblies. 1.0

D - Dead load of structure and equipment.

Bolted and riveted assemblies 2.0 R = Loads resulting from jet forces and pressure and temperature

due to rupture of a single pipe.

E = OBE

E'= SSE

Flood = Loads due to flooding.

W - Wind loads.

T - Tornado loads.

Vol. IV, p. XII-2-16 Appendix C Vol. V

Table XII-2-5 Sec. 2.2 Sec. 2.4

p. C-2-1 p. c-2-3

8-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAMPING METHOD

OBE/SSE OF

ACCEPTANCE CRITERIA

(z criti- QUALIFICATION LOAD COMBINATION & ALLOWABLE STRESSES

cal damping)

Vital piping system 0,5 Analytical Deformation limit Table C-3-2 Reactor vessel

and Primary stress limit Table C-3-3 ASME BPVC, Sec. III

Testing Buckling stability limit Table C-3-4 Vol. V, Table C-3-7, p. C-3-14

Fatigue limit Table C-3-5

Loading criteria Table C-3-7 Piping

USAS, B31.1.0

Vol. V, Sec. 3.3.26 & 3.3.

2, p. C-3-11 &

C-3-12.

Appendix C

Vol. IV, p. XII-2-16 Vol. VII p. C-3-3, p. C-3-14, Table C-3-7

Table XII-2-5 p. 12.61.1 App. C, Table C-3-7 Vol. V, Table C-3-7, p. C-3-28

8-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA

OBE/SSE OF

QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE STRESSES

Not available. Not available. Not available, Not available.

8-5

SEISMIC REVIEW TABLE Docket Number

50-302

METHOD OF DSG PCR

NAME AND NSSS EARTHQUAKE DATA COMBINATION DESIGN SPECTRA

TYPE OF THE

PLANT NO, OF

ODE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CPIOL ISSUE DATE HOR. VERT. INTENSITY 11OR. VERT. AND ITS SPECTRA 9 a MM a 9 COMB.

-rystal River Nuclear 0.05 0.033 V 0.10 0.067 0.67 4 1.- $ 4 ,U• 1 SRSS SS 10 Approximate Aroiat

enerating Plant, 0 wo 0 r method not based Ct T 0 ' 4J C on time-history nit 3 co e go0.-45 -4 r R4 w 4

U44 -HU

;ontainment type: * 4. 1 S

Mark I (steel) C kn 14 4. ca w 1

O 4-o **cj & C: 0 go 0 SSS Manufacturer: &-J " ' 0 0 : c f. r. 3 0 . Q , 2 0 u =o 

Babcock & Wilcox w w14.C C. > 0. 4.1.4 r_. V w4) 0 Z-"

.5w w 0W.49 ' ,.

chitect Engineer: 00 w 4 6

Gilbert Associates 0 1W.4 C:0.-.0 .d 4w .0 0 w -4 U o3 0 " :o 0 000Caw1w 054.0 1

wG A "O wO " 4 

Ad a4 0 14 0

Ref.

Sec. 5.4.5

.5-65A 2-32GAI Topical 1729

%mend. 26 

Sec. 5.4.5 c (5-25-73) 3ec. 5.4.5 Sec. p. 5-65 5.2. and 9-68/12-76 5.2.1.2.9 5.2-31 Sec. Sec. 2.5.4.1 .5-65 5.4.5.2 ep. 5-65A kmend. 26 p.5-66D Amend. 26

5-12 end. 34 i5.2.1.2. . 2-31 (5-25-73) Amend. 32 15-25-73)

i(11-15-73) jp. 5-12 a(10-7

9-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF G1 PROFILE DAMPING ON

AND TYE THCKNESS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH DAMPING

For reactor • ! Not available Depth of approxi- Not avail- Stick model Not available. Not • • "•available.

building * mately 10 ft. be- ble. with fixed -4 0 1C4

1 low ground surface base. Soil

Mat foundation Based on a ground spring model cn

thickness P-e- datum of 100 ft. was used to o

12.5 ft. groundwater levels check

1 were recorded to accuracy of r

3 w-• Average rise approximately fixed base ca

_, of thick- 1.5 ft. at peaks model.

owl ness of of high tides. a 0.cc4

W approxi-.

r C 0 mately M

•0 tond

Sr 4 mo ft.

43 C: -4 14ca c

a and

Sa.5.,p.- .'.Sc.25..-Aed 32 p. 565

Sec. 5.4.5.2

43 Approxi-p.56

o,"~i~ matelyan '40 c 20f.Sec. 5.4.5

Sec. 2.5.7 0 beet Sec. 2.5p.56

p.2-36 41 p. 2-202and

acd the e' pre- and

Sec. 5.2, 0.- . .o- 4 sen Sec. 2.5.3.5 p. 5-65a p. 5-65a

Amnd2(-25-7) W.o " ron Amend. 32

Amend.26,_____ 2573 w 0p. sufae 2-29 and p.2 -3 01 (10-1-73)

Sec. 2.5.3

p 2-22

9-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

O1138 (Z criti- LOAD COMBINATION ACCEPTANCE CRITERIA

cal damping) & ALLOWABLE' STRESSES

Reactor building shall 2.0 a) a- (1.0 ± .05) D + 1.5P + 1.OT Reactor building:

b) c- (1.0 ± .05) D + 1.25P + 1.OT' + 1.25 (E or W)

Concrete support: Structure c) c- (1.0 ± .05) D + l.OP + 1.0 T + 1.0E' R. C. ACI 318-63

(Inside reactor building) 2.0 d) c- (1.0 ± .05) D + 1.0 WT + 1.0 Pt t Structure concrete ACT 301-66

Steel assemblies and structure

a) bolted 2.5 Structure steel AISC. 1963.

b) welded 1.0 D- Dead load

Other concrete structure P- Design accident pressure load

(Above ground) 5.0 E- Seismic load based on 0.05g.

E'- Seismic load based on 0.10g.

WTa Wind load based on Tornado

Pressure load based on external pressure drop of3 psig between inside and outside of reactor

building.

Sec. 5.2.3.2.1 Sec. 5.2.3.1

p. 5-42 p. 5-32 p. 5-31

9-3
SEISMIC REVIEW TABLE

MOCBAMICAL & PIPING

DESIGN CRITERIA

083/883 OF,

(Z criti- QUALIIICATION LOAD CONSINATION ACCEPTANCE CRITERIA cal damping' &ALLOWABLE STRESSES

Vital piping systems. 0.5 Analyses and For piping: Reactor coolant system:

test. ASME, boiler and pressurizer

primary stress + OBE 5 1.2 x S Vessel code, Sec. III, Art. 9

Details. thermal stress S SA h Summer, 1967

Ref. where S - t (1.25 S + 0.25 S) For piping (belongs to reTable 5-5 S - allowable stress h actor coolant)

p.5-86 -A - basic material allowabia stress at max. (hot) temp. USAS Sec. B31.7

AMEND. 17 S - basic material allowable stress at min. (cold) temp.

(4-10-72) p. 5-641 Amend. 45(7-11-75) and p. 5-63

Case Load Combination Stress Limits

I) Design loads + design earthquake P c'lO. .S loads p + P < 1.5 Sm

II) Design loads + maximum hypothet- P A 1.2 Sm ical e4rthquake loads PL I+P< + P-b 1.2S - 1.2 (1.5 (. Sm

III) Dekign loads + pipe rupture loads Pm 1.2 Sm

PL + Pb i 1.2 (1.5 SO

Sec. 5.4.5 IV) Design loads + maximum hypothet- Pm 2/3 S

AMEND. 40 ical earthquake loads P + P <2/S

AMND b - y

(7-3-74) Primary local membrane stress intensity Amendment 48, (3-16-76) p.5.64b AMEND. m " Primary general membrane stress intensity

p. 5-42 45,(7-14-75) - Primary bending stress intensity

Su- Ultimate stress for unirradiated material at operating temperature

9-4
SEISMIC REVIEW TABLE

9-5

SEISMIC REVIEW TABLE Docket Number

50-346

NAME AND NSSS TYPE OF 'flit EARTHQUAKE DATA ~COMBINATION MENHIOD N DESIGN DSG SPECTRA PCR TYPE OF ToE

PLANT NO, OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE HOR. VZRT. INTENSITY ROR. VERT. AND ITS SPECTRA 8 a MM £ 8 COMB.

Davis-Besse 0.08 .053 VII 0.15 0.10 3 com- SRSS Design spectrum re- Time-history

Nuclear Power E-W component of ponents: sponse curves were method.

Station, Unit 1 Helena Earthquake each hor- developed by

of October 31, 1935 izontal Newmark's method

was used as the combined modifying the specbasis for developing with the tral amplification

accelerograms of the vertical factors.

Containment type: OBE & DBE. resulting

Dry contain(ent two seis-

-cyllrical. (steel amic load cases.

NSSS Manufacturer:

Babcock & Wilcox

Architect Engineer:

Bechtel

Vol. 1, Vol. I Vol. 1, Vol. 1, Vol. 1, Vol. 1, Append. 2C, Vol. 2C, Vol. 2 Vol. 1, Append. 2C, Vol. 2

Append. 2 Append.2C Append. 2C, Append. Append. p. 2C-39 Sec. Sec. p. 2C-41 to 45 Sec. 3.7.2

Sec.D Sec. D p. 2C-31 2C, 2C, 3..7.1.6 3.7.3.3 p. 3-54

p. 2C-36 p. 2C-36 p. 2C-31 p. 2C-3 iP. 3-51 p. 3-63

I 

Fig. 3-24

10-1
SEISMIC REVIEW TABLE

POUNDATION AND IUQUEVACTZON ASSESSMENT SOIL - STRUCTURE INTERACTION

T1!? OF BZJARIQ NGTION GROUND METHOD MATERIAL LIMITATION

U AND ON TYPS THICKNESS - V. no0r£1 WATER TABLE DAM MODELLING OF GC PROFILE OF DAMPING SOIL MODAL ON

In DuIuC DAMPING

Main Structure: Soil: For bedr6ck Prior to construc- Not availa- Stick model Soil: For OBE: Soil: For OBE Not availMatnfootingue Glaclola- tion ble. with fixed 2 able.

laud I°iar s gustrine 5,700 fps to base for the 10 KIPS/ft

building: and a 7,500 fps 571 ft. containment

bPie footings till de- to and the auxil For SSE: posit. 572 ft.(I.G. i the nFor SSE:

bearing on bed L.D.) ary building0.05 12 KIPS/ft 2

Depth not avall- SDuring ' 4Bdok construe-Bedrock: For OBE: Bedrock: For

able. V4 a 150 KIPS/ft 2 OBE:0.01

Sto For t525 ft. (I.G. For SSE:

10 f L.D.) 180 KIPS/ft 2 SSE:0.02

o.9.

00

to

;440 Vol. 1, Sec. 2.5.1.8,

Vol. 1 0 0 - Vol. I Vol. 1 Vol. 2 p. 2-124

See. 2.5.1.10.2 u " 9 Sec. 2.5.1.7 Sec. 2.5.1.5 . 372 Vl 1

I. 2-126 to 128 - 0 4 p. 2-123 p. 2-122 Sec. 251.4

Vol. 1,

Sec. 2.5.1.8,

p. 2-123 and p. 2-124

10-2
SEISMIC REVIEW TABLE

STR-CTURES

DESIGM CRITERIA

DWDING 011 3 (Z criti- LOAD c~MMNAIoN aACPEPTANCE CRITERIA

cal LOADng & AKIIBR'STIOSN

Class I Structures: Operation during normal and OBE conditions

d s/4a 1/2a o a ?a Concrete Concrete Welded sce.,' YCnrt ___

1.0 2.0 5.0 7.0 UI-1.5D + 1.8L A.C.I. Code. 318-63

Uu1.25(D + L + H + E) + 1.0 T Ultimate strength method

Bolted and U-1.25(D + L + H + W) + 1.0 To

Riveted steel 1.0 5.0 10.0 20.0 U-O.9D + 1.25(H 0+ E) +.1.0 T 0

U0O.9D + 1.25(1H + ) + 1.0 To

Reinforced 0

concrete 1.0 2.0 7.0 10.0 Structural steel Structural steel

Vol. 2, Table 3-7, pg. 3-50 D+L+T+H + E 1 25fs

Do Dead load of structure and equipment plus other D + L + T°+H 0 +W 1.33Ws

permanent loads, e.g., soil or hydrostatic loads During accident and SSE conditions:

L=ive load and piping loads Concrete:

RoForce or pressure on structure due to pipe rupturi U-I.OD + 1.0L + 1.25E + 1LOT + 1 OH + 1.OR

T04Thermal loads due to temp. gradient, operating U-.OD + 1.25E + 1.0Ta + 1.Oaa + i.R

HonForce due to thermal expansion of pipes, operatir U-l.00 + 1.0L + 1.OE' + 1.0To + 1.25Ho + 1.OR

Ta=Thermal loads due to temp. gradient, accident UA.D0 + 1.OL + 1.OE + 1.OTa + 1.OHa + 1.OR

Ha=Force on structure due to thermal exp., accident UMA.D0 + 1.0L + 1.OW' + 1.0T0 + 1.25 Ho

Enforce due to OBE

Eusforce due to SSE Structural Steel

W-.Wnd load-wind velocity 90mph at 30 ft. above g. D + L + R + To + Ho + E' 1.5fs

Wl-Tornado loads including differential pressure D + L + R + Ta + Ha + E' 1.5fs

Vol. 2, Sec. 3.1.1.3, pg. 3-76 Vol. 2, Sec. 3.8.1.1.6, pg. 3-72

10-3
SEISMIC REVIEW TABLE

•ECHANICAL & PIPING

DESIGNq CRITERIA

DAMPING METHOD

QUALIFICATION LAD COMBINATION ACCEPTANCE CRITERIA

& ALLOWABLE STRESSES

Code Class I Pressure Vessels ASME BPVC, Section III , Class

< 1 y y Condition Stress Intensity "A" 1968 edition for reactor

y Y oaly vessel, steam generator, Vital < M pressurizer)reactor coolant

piping 0.5 0.5 2.0 - analytical PM (or PL) + PB e 1.5 SM pump,casing. L ANSI B 31.7 - 1968 for piping

Piping 0.5 1.0 2.0 5.0 PM (or PL)+PB+Qr 3 .0SM

PM ( or PL) + PB + Q + F K SE

Emergency pM 1 1.2 SM or Sy whichevez

is larget

PM ( or PL) + PB s 1.5 (1.2 V

or 1.5 S y whichever is larger

or 0.8 CL

Vol. 2 See Table 5-13 for upset and faulted condition

Vol. 2, Sec. 3.7.2.1 Tables 5-12,13,14,15,16,17, 18 p. 5-79 through 5-85 Table 3-7, p. 3-50 p. 3-52 Tables 5-10, p. 5-77

10-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DESIGN CRITERIA

LOAD COMBINATION

ACCEPTANCE CRITERIA &

ALLOWABLE STRESSES

Not available. available. available.

IEEE 344-1971

and

IEEE 336-1971

Vol. 2, Sec. 3.10, p. 3-176, Vol. 2 Append. 3D, p. 3D-85

10-5

SEISMIC REVIEW TABLE Docket Number

50-315, 316

METHOD OF DESIGN SPECTRA

NAME AND'NSSS EARTHQUAKE DATA COMBINATION

TYPE OF itn

PLANT NO. OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

I COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CPIOL ISSUE DATE HOR. VERT. INTENSITY ROR. VERT. AND ITS SPECTRA 9 9 MM £ S COMB.

Donald C. Cook Nu-- 0.10 0.067 VII 0.20 0.133 El Centro (as present- SRSS Response spectra as Time-history method.

clear Plant ed in TID 7024) . • shown in Figs.

Units No. 1 & 2 Normalized to the rec. o 2.5-2 and 2.5-3

ommended ground accel " 0 were generated from

ration was used to W El Centro earthIetbr type: PWR develop response spec- w quake.

tra.

Containment type: 0 0

COD-- ,4 A: , con-deue 0*~-

crete) A. o

'0 0 ISS Manufacturer:. Nt l

Westinghouse 5.. 0)- 04 C

irchitect Engineer: 0

American Electric

Power Service V 0)

Corporation , 0

V~4

:ol. I Vol. I Vol. I Vol. I Vol. I krC Ques- Vol. IX Vol. I Amend. 16

ec. 2.8. Sec. 2.8. Sec.2.8. Sec.2.8 6 Sec. 2.5.2 ion 5.74 Amend. 9 Sec. 2.5.2 Question 5.71

3-69/10-74 . 2.8-2 p. 2.8-2 p. 2.8-2 p. 2.8- p. 2.5-5 . 5.74-1 Q.5.72-1 p. 2.5-5 p. 5.71-6

11-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF STARING INFOPI&TION GROUND METHOD MATERIAL LIMITATION

FOUNDATION , WATER DAM OF G8 PROFILE DAMPING ON

AND TYPE GCUNESS V. PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH DAMPING

Mat foundation Compact 120 to 900 fps ground water Not avail- Stick model Not available, Not available Not availsand, re 200 ft elevation 593 ft able, with soil able,

Depth not aval- compactei springs,

De. sand or

able. stiff

clay deposits o0

shale

bedrock.

ec. 2.5.2 c.2.3. ec. 2.3 Vol. IX, Amend. Vol. I, Sec. 2.4.2 Amend. 16.

L..i2.5.2 " 2.3-4 ig.2.3- 19, p. 5.85-2 p. 2.4-4 Questio. 5.71

11-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING

OBE/SSE (Z criti- LOAD COMBINATION ACCEPTANCE CRITERIA

cal damping) & ALLOWABLE' STRESSES

Contai•unnt structure: (with J)BA) 4.0/7.0 For containment: ACI-318-63, Ultimate strength

(without DBA) 2.0/5.0 C -(1.0+0.05)D + 1.5 P - 1.0 (T+TL) + 1.0 B design.

C -CL.0+0.05)D + 1.25 P + 1.0 (T'+TL') + 1.25 E + 1.0 B

C -(.O6+0.054D + 1.0 P + 1.0 (T''+TL'') + 1.0 E' + 1.0 B

Welded steel structure 1.0/1.0 C -(.6+-D.05)D + 1.0 (T'''+TL''') + 1.0 B + 1.0 W' + 1.0P

C -(C.0+0.05)D + 1.0 (T'''+TL''') + 1.0 B

C -(_.0±0.05)D + 1.15 P

Bolted or rivited steel assemblies 2.0/2.0

Amend. 2 Sec. 5.2.2.3 Amendment 9, Question 5.1-1

Question 5.85, p. 5.85-2 p. 5.2-18 Appendix B-9

11-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DAMPING METHOD DESIGN CRITERIA

OBE/SSE OF

(% criti- QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA

cal damping) & ALLOWABLE STRESSES

Piping 0.5/0.5 knalytical and For pressure vessels: 1. ASME BPVC, Section III

resting 1. (a) Pm" Sm 2. USAS.I, B31.1 code (power

(b) P (or P L) + PB 5 1,5 S m Normal condition piping)

(c) P (or PL) + PB + Q 3 ."0 S m

-2. (a) P m S S m

(b) Pm + PB : 1.5 S m Upset condition

(c) Pm + PB + Q - 3.0 Sm

For pressure piping:

(a) Pm + Normal condition (b) P m + PB S- S

2. (a) P ! 1.2 S

(b) Pm + P f 1.2 S Upset condition

m B

Amendment 19, Q. 5.85 endment 25

p. 5.85-2 . 4.31-1 Tables 1 and 2, p. B-18 and p. B-19.

11-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA

OBE/SSE OF

QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE STRESSES

Not available. Not available. Not available. Not available.

11"5

SEISMIC REVIEW TABLE * Docket Number 50-010

NAME AND NSSS

TYPE OF THE

PLANT

CP/OL ISSUE DATt

EARTHQUAKE DATA METHOD OF COMBINATION DESIGN SPECTRA

______ ¶ NO. OF V OBE

I

SSE EARTHQUAKE

TIME HISTORY

EARTH.

COMP..

USED

AND ITS

MODAL

COMB.

TYPE OF GROUND

DESIGN SPECTRA

None use Non used_

Dresden Nuclear

Power Station

Unit 1

None used None used

Two

comps.,

vertical

+

worst

case

horizontal

None used

TRSS

None used

METHOD OF GENERATION OF

FLOOR RESPONSE

SPECTRA

No floor response

spectra generated

UBC, 1955 used for

containment (Zone 2)

and internal concrete structure

(Zone 1)

Housner spectra

Times 2 used for

ECCS and Core Spray

System.

Reactor type: BWR

Containment type:

Pre-Mark (steel)

SSS Manufacturer:

General Electric

rchitect Engineer:

Bechtel

5-56/9-59

* Data are obtained from FHSR Docket 50-010 and SEPB Report "Seismic Design

Bases and Criteria for Dresden Unit 1 Nuclear Generating Station,' EDAC 175-130.03, January 1979.

** Used for ECCS and Core Spray System only. 12-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF Gs PROFILE DAMPING ON

AND TYPE THICKNESS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH 8 DAMPING

Circular con- Limestone 20-45 ft. Not used, bed- "Groundwater Dresden No SSI model Not used Not used Not used

crete foundation Shale 70 ft. rock site found @ various Dam used

37 ft. below Dolomited levels beneath

grade. Limestone 100-400ft the site".

12-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMP ING DAMPING (ACCEPTANCE CRITERIA damping) LOAD COMBINATION & ALLOWABLE STRESSES

UBC, i955

Not available Internal E + pressure Concrete Structures: ACI, 318-55 + equipment 

AISC, 1955

(E 0.025g)

12-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAMPING METHOD

OBE/SSE (% Critical 'OF ACCEPTANCE CRITERIA

damping) QUALIFICATION LOAD COMBINATION & ALLOWABLE STRESSES

Vital piping 0.5 None Containment: Steel Containment Sphere and NSSS:

l.) 0.033g Welded assembly 1.0 2.) pressure + snow + wind ASME Section VIII (1955 ed.)

and

Bolted assembly 1.0 UBC, 1955

NSSS:

1.-) 0.025g

2.) operational transients Piping and ECCS, Core Spray:

ANSI B31.7, and

ECCS: ASME Sec. II, (1974 ed.)

1.) earthquake + operational + blowdown

12-4
SEISMIC REVIEW TABLE

12-5

SEISMIC REVIEW TABLE*

Docket Number

50-237,249

NAME AND NSSS EARTHQUAKE DATA METIIOD OF DESIGN SPECTRA

TYPE OF THE COMBINATION

PLANT NO, OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/01. ISSUE DATE HOR. VERT. INTENSITY H OR. VERT. AND ITS SPECTRA

g g MM g g COMB.

W H 0 0 0 00 1~. Dresden Nuclear 0.10 0.067 VII 0.20 0.133 N-S component of the 2 comp., SRSS Housner-(El Centro rt o o.5 0 r 0 a o

Power Station El Centro Earthquake greater (reactor, T-H envelops the t 0 P1 ( Q -0

Unit 2 and 3 (May, 1940) nor- horizontal turbine Housner spectra 3 -a H 0 H o " R

malized to a maximum + bldg., and except for high 0. ft M n * P1 0 0 : a - rt

Reactor type: BWR ground acceleration vertical, drywell frequency end.) 03 o 0 M M M

of O.lg was used absolute analyzed 1 a. to 0 a • r .

Containment type: for time history method by time a r r, -. M 0 a

Nark-I (steel) analysis. history M M . 0

method) 0o o a.t - "h: 10P. 0 1. 0 0 a

NSSS Manufacturer: 0 o M 00 0 " M~ 'ia 0 W a a 0 a) General Electric o t, a r

"o 0 0,4

Architect Engineer: N -j 0 n < r -.m

Sargent and Lundy a 0 H * 0 a W -. CL 4 

Engineers. " 4 os M (D m

I- M0.O "t 1 00 "OtM O r OSO 05 0 1 0 :: t- 0 .rto 0rt n

0 s a -0

c t oa o 0

rt ý-h M• 10.. • 1 0 rt r•. Z (gDM

Unit 2: 1-66/12-69 a P1 i W " 

Unit 3: 10-66/1-71 . 12.1-9 p. 12.1-9 . 12.1-9 p. 12.1-S p. 1 2 .1- Question II.A.l "'h 0. ? 10

Docket 50237-16 o 0 0 H n 0- " X 00 •-,t r (microfiche) 1 ' .. O 1

*Information was obtained from Bit Docket Search and SEPB Report

"Seismic Review of Dresden Unit 2 for the Systeynatic Evaluation Program", NUREG/CR-0891, July 1979.

13-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF G9 PROFILE DAMPING ON

AND TYPE THICKNESS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH (calculated) (calculated) DAMPING

U) 4-4psNoavial Nt

Reinforced con- I U W 0 Not available Dresden Dam Fig. 12.1.8 Sandstone - 18.7 x Not available Not

SW I 0 . ;andstone = Fig. 121 Limestone = 250 x 10 psi available crete mat U• >4j d •o'w . > ,60 .600 fps f and 9 indicate4 " " 10 psi

founded on corn- U . " i-nd ca Argillaceous = 68T psi

petent rock OLZ o o W Limestone stickDolomite = 68xm0 p

WJW o1 04 q 8,600 fps with fixed 4

084 0,X Argillaceous base. Shale = 44x10 psi

Pc U-rH W 3 Dolomite = p. 12.1-12 Dolomite 4 0 010 ;ý"- U)74 psi So ( 0 - 4,700 fps Shale

-o W oWx S = Lumped mass -i• •oý a)- Shale = 3,900 4 1 P4 rdC .40M o P ro co fpspand stick W Qý 0 r- o -1 (a Dolomite Dolmit model (torO.W W • >. 0d sional effects 00 >" 0o0. 0 Shale 4,700 o o 04 ý 0o not considered.) 04 W ' -a XI-A " fps EAX U'fV 0. UW U

'D 50a CA0 0( (44( 004-4 n

E. 0 -- H .X 4;, .o0 PA o A4 a) 0 Ca r

W-4 ~ 4- ( P 0

.A-i' a) EO f Ul ,-,--..• 1-4. • :: 0

0urnu0 410J U) M:

p. III1-3"I 10 UQ) 0 (V UdI 444

4j-JP. 0 *qc 0 r.

.14 d1L-J 4 oa 4 0 *d1 U) q r-4 w .-1 -100

(ax:4O~ 005 0"M 0

p. II p. 111-2-21 p. 2.5-1 p. 111-2-21

p. 12.1-10 1-3

13-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING

OBE/SSE cal (% criti- damping) LOAD COMBINATION ACPEPTANCE CRITERIA

& ALLOWABLE' STRESSES

Reactor building + all other Class I structures a) Normal allowable code

Reinforced concrete structures 5.0 a) D + R + E stresses, AISC for structural steel, ACI- 3 18 - 6 3 without

Steel frame structures 2.0 increase for seismic

b) D + R + E" Stresses are limited to the minimum yield pt. as a general case. In this

Welded assemblies 1.0 case an analysis, using the limit-design ap- proach, is made to determine

the energy absorption capacity which should be such that it exceeds the

Bolted and Riveted assemblies 2.0 energy input. AEC publication TID-7024 "Nucleac Reactor and Earthquake" Sec.

5.7.

Reactor and turbine building 5.0 Primary containment (including penetrations)

a) D + P + H + T + E a) ASME, Sec. III, Class B,

Ventilation stack 5.0 without the usual increase

for seismic.loadings.

Drywell 5.0 b) D + P + R + H + T + E Same as (a), above except local yielding is permitted in

Control room 5.0 the area of jet force where

the shell is backed uP by con- crete. In areas not backed up

by concrete, primary local membrane stresses at the jet force

<0.9 x yield pt. of material

at 300*F.

c) D + P + R + H + T + E^ Primary membrane stresses, in general do not exceed the yield pý.

Amend 13 - Unit 2-SAR of the material. If the total stresses exceeded yield pt. an

Amend 14 - Unit 3-SAR analysis was made to determine that the energy absorption capacity

exceeded the energy input from the eaithquake. The same criteria

as in (b), above, is applied to the effect of jet force for this

loading condition.

D = Dead load of structure and equipment plus any other permanent loads contributing stress.

P = Pressure due to loss-of-coolant accident, R = Jet force on pressure on structure due to rupture of any one pipe,

H = Force on structure due to thermal expansion of pipes under operation conditions, T = Thermal loads on containment

due to loss-of-coolant accident, E = Design earthquake load.

13-3

p. 12.1-5
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DAMPING METHOD DESIGN CRITERIA

OBE/SSE OF_-

(% critical QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA damping) ALLOWABLE STRESSES

Reactor Primary Vessel Internals a) ASME, Sec. III Class A

Suppression chamber 2.0 Analytical a) D + E vessel

model Feedwater lines 0.5 b) D + E' b) The secondary and primary plus secondary strEsses are examined on a

Vital piping systems 0.5 rational basis taking into account elastic ard plastic strains. These

strains are limit to preclude failure by deformation which would comReactor pressure vessel 2.0 promised any of the engineered safeguards or prevent safe shut-down of

the reactor.

Recirculation loop piping 0.5

c) P + D c) ASME, Sec. III, Class A

Main steam lines 0.5 Reactor Primary Vessel Supports

a) D + H + E a) AISC for structural steel

Suppression chamber ACI for reinforced concrete

ring header 0.5 b) D + H + R + E b) Stresses do not exceed:

- 150% of AISC allowable

for structural steel

- 90% of yield stress for

reinforcing bars

- 85% of ultimate stress for

concrete

Question 2.16 c) D + H + E' c) The design is such that

Amend. 7,8 energy absorption capacity

p. 12. 1-6 exceeds energy input.

ECCSi: a.J IJ +I I + 11 + r a.)I'iplng - ASA B 31.1 (1955 ed.) and code cases

Pumps - ASME Sec. III, Class C

Shellside - ASME Sec. III, Class C and TEMA C

Tubeside - ASME Sec. VIII, TEMA C

b.) Same as P + D above

13-4

b.) D L+ T + H + E'
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DESION CRITERIA

LOAD COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE OTRESSES

Not available Battery racks - No structural design calculations

Instrumentation and control room panels - GE generic tests*

Motor Control Center - Cutler Hammer Co. Generic Tests **

- Vibration test and analysis of 7700

Line Motor Control Center, # 70ICS100,

Not available

8.470

Transformers - No tests or calculations

Cable trays - S. and L; Engrs., Specs, for Cable Pans and Hanget

Spec. K-2197

1 *.CE - "Seismic Testing of Instrumentation" Dresden 2, i-IL I *.GE - "Seismic Testing of Instrumentation" Dresden 2, 1-/1

** Wyle Labs - "Seismic Simulation Test Report for Modified Unitrol

Motor Control Center, Report 43746-1, 10-77 13-5

SEISMIC REVIEW TABLE Docket Number 50-331

EARTHQUAKE DATA METHOD OF DESIGN SPECTRA

NAME AND NSSS ERHUKDAACOMBINATION

TYPE OF THE

PLANT NO, OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE HOR. VERT. INTENSITY HOR. VERT. AND ITS SPECTRA

g MM g g COMB.

Duane Arnold For For struc- Not avail- For Struc- 1. 1935 Helena, The earth- Direct Response spectra Time history

Energy Center struc- ture on able. struc- ture on Montana earthquake. quake con- addition developed for stuc- method using

tures on bedrock: tures rock: ditions (Time tures on: developed earthbedrock 0.05 on 0.10 2. 1952 Taft, were history) (1) Bedrock: quake time history.

or loft bedrock California earth- applied t 1935 Helena,

fill: or 10 quake. the struc- SRSS Montana earthquake

Containment type: 0.06 ft. of ture in (Spectrum (2) Compact fill

Mark I (steel) fill: the direc- analysis) and/or soil overNSSS Manufacturer: 0.12 tion of lying bedrock:

General Electric each of 1952 Taft, CaliFor For struc For 3truc- their fornia earthquake.

Architect Engineer: struc- ture on struc- -ure on principal

Bechtel ture on soil: ture on 30-50 axes. 30-50 ft. 0.06 30-50 t. of

of soil: ft. of oil:

0.09. soil: .12

0.18

Sec. Sec. Sec . Sec.

2.6.2.1.1 2.6.2.1.1 .6.2.1.1 2.6.2.5 3

rP. p ..

[p. ".6-244Ip Sec.

2.6-24 2.6-24 6-40 2.6-40

6-70/2-74 table Table fable Sec. 2.6.2.5.3 C.5.2.3.1 p. C.5-5 Sec. 2.6.2.5.3 Sec. C.5.2.3.1

2.6-2 2.6-2 2.6-3 p. 2.6-40 p. C.5-5 p. C.5-13 p. 2.6-40 p. C.5-6

14-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INIFOATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION -- WATER DAM OF G9 PROFILE DAMPING ON

AND TYPE TICUSS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DIF a a DAMPING

Reactor building: Surfi- 25 feet V value About 8 feet below "There are Figure C.5-5 Alluvial sand: Foundations, Not availmat foundation cial t more ted: the existing 12 low indicates 6 rock, soil: able.

on bedrock. deposits than 100 ground surface. head dams." stick model OBE and DBE:

of clayelfeet Surficial with soil Glacial till: 5.0% of

Depth: not silt, thick, deposit: springs. G critical

available. sandp 500 fps 0.7xlO psf damping.

and

gravel. Rock:

Glacial Glacial t-ill: 200xlO psf

till.. 1800 fps.

Wapsipin- bout Limestone:

icon 67 feet 8600 fps.

formatio thick.

(limestone

and dolomite.

Sec. Sec.

Sec. 2.6.3.1.1 2.6.1.1.1 2.6.1.1 1

p. 2.6-46 . 2.6-1 p. 2.6-1 Sec.

ig. Fig. Sec. 2.5.1 C.5,2.3.1 Table 2.6-4

.6-9 2.6-9 Fig. 2.6-9 Fig. 2.6-12 . 2.5-1,2 p. C.5-5 p. 2.6-80 Table C.5-1

14,2
SEISMIC REVIEW TABLE

-STRUCTURES

DESIGN CRITERIA

(2 cal criti- damping) OACEPTANCE CRITERIA LOAD CMBINATION & ALLOWA.LE •STRESSES

Containt structure and all (1) Normal loads + operating basis earthquake ACi-318-63

uIternal concrete structures: 2.0/5.0 (2) Normal loads + maximum probable flood Ultimate strength design.

Other coaventionally reinforced (3) Normal loads + design basis earthquake

conzert. str-ctures, such as (4) Normal loads + tornado loads

shear mails or rigid fram: 5.0/5.0

(5) Normal loads + design basis loss-of-coolant accident

reference

For further information refer to Sec. 12.4.2, p. 12.4-1.

Table C.5-1 p. 12.4-3 p. 12.4-7

14-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAMPING 

METHOD

OBE/SSE (% of criti- OF ACCEPTANCE CRITERIA

cal damping) QUALIFICATION LOAD COMBINATION & ALLOWABLE STRESSES

Welded structural

steel assemblies:

Bolted or riveted

steel assemblies:

Piping systems:

1.0/1.0

2.0/2.0

0.5/1.0

Analytical

and testing.

See. C.5.2.

3-1

p. C.5-6,7

Table C.2-1 (partial) B31.7

Summary of Loading Conditions and Criteria

Reactor Pressure Vessel - Normal - ASME Code, Special Criteri.

Upset - ASME Code, Special Criteri

Emergency - ASME Code, Special Crit

Faulted - ASME Code, Special Criter

Piping - Normal - Industry Codes, Table C.2-2

Upset - Industry Codes, Table C.2-2

Emergency - Industry Codes, Table C.2-2

Faulted - Industry Codes, Table C.2-2

Tables C.2-1 through C.2-25,p. C.2-11 through C.2-73

ASME, BPVC

t (Table C.2-2)

iria (Table C.2-2)

ýa (Table C.2-2)

Sec. A.1.2

p. A.1-3

Table C.5-1

__________________________________________________________________________________ I

14-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA

OBE/SSE OF

QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE STRESSES

Not available. Analysis or GE equipment: IEEE 344-1971

testing. "All instrumentation required for nuclear safety is capable of erforming all

functions important to safety during normal operation, during D A and post-accident

operation. Qualification is achieved by test and/or analysis a acceleration values

Vf 1.5g horizontal and 0.5g vertical over a frequency of 0.25 t( 33 Hz".

Bechtel supplied equipment:

"Purchase specifications will require that each type of Class 1 device be individually

qualified by vibration test or suitable analysis. The methods .. will meet

the general requirements of IEEE Standard 344-1971.

Sec. C.5.2 For futher information refer to:

.3.1 Appendix M: Section M.3,3,

p. C.5-6, 7 p. M.3-27 through p. 14.3-34

14-5

SEISMIC REVIEW TABLE Docket Number

50-321

METHOD OF DSG PCR

NAME AND-NSSS EARTHQUAKE DATA COMBINATION DESIGN SPECTRA

TYPE OF it COMBINATION

PLANT S.O

F~lYNO. OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE HOR. VERT. INTENSITY OR. VERT. AND ITS SPECTRA SM g g COMB- o 

Edwin I. Hatch Nucleid 0.08 0.053 VIl 0.15 0.10 N-S component of 2 corn- SRSS Conform to the aver Time-history method

Power Plant 1940 El-Centro ponents: including age spectra by G.W.

Unit No. I earthquake. Worst closely Housner for T <4 s. Class II UBC

horizonta: spaced Normalized to the.

component modes. peaks (horizontal)

Reactor type: BWR plus of OBE and SSE.

vertical

ntaiment typeI combined

Mark I simultan-

(steel) eously

SSS Manufacturer:

General Electric

krchitect Engineer:

Bechtel

ec. Sec. Sec. p. C-13 Sec.

9-69/8-74 ec. 12.3 3.2 Sec. 2.5.9 2.3.3.2 J2.3.3.2 12.6.2.1 12.6.2.1 Sec. 2.5.9 Sec. 12.6.2.1

12-8 p. 2-33 12-8 p. 12-21 p. 12-20 . 2-33 p. 12-21

___________________ ig. 2.5-5 and 6 _________

15-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF Gs PROFILE DAMPING ON

ASD TYPE TMICXNESS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH B DAMPING

Reinforced con- Duplin: 2450 fps Summary of domestic Not avail- Stick model 23,300 ksf Translation Unclear in -

crete mat founda- (cemented 135 ft well study is given able. with soil and rotation formation

tions for the fol clay-sand in Table 2.4-3, pp. springs, of foundation

lowing buildings: grading 2-18 and 2-19 of soil - 4.5%OBERef:

reactor, turbine, to sandy Section 2.4.6.2. - 5.5%DBE PSAR

control, diesel clay). ummary of Piezom- Sec. XII-3J.

generator, and Beneath: 10 to eter Installation foundation for the(sand, 70 ft Data is given in main stc is sandy- Table 2.4-4, pp. main stack is a clay) 2-20 and 2-21 of

reinforced concrete mat on stee]Clay, 65 ft ection 2.4.6.2

H-piles. and, go liquefaction

ravel, potential has been

.tc. found.

rystal- 4000 ft Amendment 14, 4/72

ine base- Vol. VIII of FSAR

ent rock. Ta le Q 12.3.3.2.4-1 of Ques ion 12.3.3.2.4

Amendment 12

12/72 Table 12.3-2

Sec. 12.6.2.1 Tb 12-2 Sec. 12.5 Sec. 2.7 4 end. 14 (4/72) Sec. 2.7.7 p. 12-20 p. 12-10

p. 12-18 p. 2-41 . 12.3.3.2.4-2 p. 2-45 Fig. 12.6-1

15ý2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING OIE/S$E (Z criti- CETCERIRA

cal damping) LOAD COMBINATION ACCEPTANCE CRITERIA cldmig, & ALLOWABLE' STRESSES

Reinforced concrete structures: 3.0/5.0 Class I structures They are classified according to

1. Primary containment, the load combination case. For

Steel frame structures: 3.0/5.0 (a) D+L+H+T+E (b) D+L+H+P+R+T+E details, see Sec. 12.4, pp.

Bolted and riveted assemblies: 3.0/5.0 (c) D+L+H+P+R+T+E' (d) D+E+F 12-15 and 12-16.

2. Reactor pressure vessel support. Generally used: ASME, Sec. III,

Welded assemblies: 2.0/3.0 (a) D+L+H+E (b) D+L+H+R+P+T Class B.

(c) D+L+H+T+P+T+E (c) D+L+H+R+P+T+E' For steel structures, AISC.

Vital piping: 0.5/1.0 For concrete structure: ACI

3. Reactor building and all other Class I structures. 318-63 and 307-69

Translation and rotation of (a) D+L+H+E (b) D+L+H+W

foundation soil: 4.5/5.5 (c) D+L+H+E' (d) D+L+H4W'

4. Reactor building crane structure.

(a) D+L+C+I (b) D+L+C+E

(c) D+L+C+E' (d) D+L+C+W

(d) D+L+C+W'

Class II structures: designed according to applicable codes and

standards.

NOTE: D - dead load, L - live load, C - crane load, I - impact

load, P - pressure due to LOCA, R - jet force, T - thermal load,

!Amendment 12, 2/72, Vol. III E - OBE, E' - SSE, W - wind, W' - tornado wind, and F - hydroSec. 12, Table 12.3-2 static.

p. 12-10 Sec. 12.4. p. 12-15

15-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA DAMP'ING METHOD

OBE/SSE OF ACCEPTANCE CRITERIA

cal (2 critidamping•,) QUALIFICATION LOAD COMBINATION & ALLOWABLE STRESSES

cal Analng tiaASME, 

BPVC, Section III, Piping: 0.5/2.0 Analytical and Reactor vessel: Nuclear Vessels, 1965 Edition

testing. 1. Normal + OBE and Winter 1966 Addenda with

2. Normal + piping rupture or normal + SSE additions listed on page I-i

3. Normal + SSE + piping rupture of Appendix I of Reactor

Piping: Dead loads + external loads + thermal loads. Pressure Vessel Report.

1. Dead + pressure

2. Dead + pressure + OBE USAS B31.1.10

3. Dead + pressure + thermal

5. Dead + maximum pressure SoE + 

6. Dead + maximum pressure + SSE occurrence

More details on Table C-3.1 of Section: NSSS Equipment Loading

Design on FSAR, Vol. IV, pp. C-14 to C-46.

endment 13 3/* 2

Sec. A.3.1.4 ections C.1.1 and

p. A-4 .12, p. C-1 pp. C-10, C-12

15-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA

OBE/SSE OF

QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE STRESSES

Not available. Not available. Not available, Not available.

15-5

SEISMIC REVIEW TABLE Docket Number

50-366

METHOD OF DESIGN SPECTRA

NAME AND NSSS EARTHQUAKE DATA COMBINATION

TYPE OF THE

PLANT NO. OF

OBE SSE EARTHQUAKE ERUTH. MODAL TYPE OF CROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE HOR. VERT. INTENSITY HOR. VERT. AND ITS SPECTRA 9 9 .M a £ 1 COMB. D I 

I. Hatch Nuci 0.08 0.053 VII 0.15 0.10 Modified Taft 1952 3 compo- SRSS with Modified Newmark Time-history method.

Plant 1oer horizontal component nents: close design spectra.

ýit No. 2 was used for develop- Each hor- modes

ing synthetic accel- zontal summed

ctor type: EWE eration time history. combined absolutetith the ly.

vertical

Dontainment type: simulta- Mark I (steel) eously, reSSS Manufacturer: suiting in

General Electric ate seisic cases.

krchitect Engineer:

Bechtel

Sec.

Iec. .7A.2.1.1

3.7A.3.7 Sec.

Sec. Sec. iec. Sec. Sec. Sec. 3.7A.2.2 Sec. 3.7B.2.6

9-69/8-74 2.1.2.11 2.5.2.11 .5.2.10 2.5,2.10 2.5.2.1 Sec. 3.7A.1.2 3. 7B.3.7 Sec. Sec. 3.7A.1.1 Sec. 3.7B.2.3

p. 25-26 p. 25-26 . 25 p. 25 p. 25 p. 3.7A-1 R.9 3.7A.3.7 Figs. 3.7A1-3.7A6 Sec. 3.7B.2.8

16-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING IlFORMATION OROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF Ca PROFIT.• DAMPING ON

AND TP Cl s V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPT DAMPING

Reinforced con- Major and 2450 + 200 fps el.70 to e1.75 ft. 2 upstream Stickmodel Not available. Not available Not availcrete mat 27'2" minor of plant , with soil able.

thick at middle struct: Caltamaha springs

dry well and Upper To a River Basin

12'4" thick at Miocene epth of 1) Sinclair

other sections. Dublin 135' (ft) Dam on

locally Oconee Riv.

cemente 2) Lloyd

sand to Shoals Dam,

sandy Ocmulgee

clay River.

Upon Below

Hathorni Dublin

sandy down

clay. 10'-70'

(ft).

Sec. Sec.

2.5.2.1 2.5.2.1

p. 23 p. 2 3

Sec. 2A. Sec.2A.2

p. 4 p. 4

Sec. Fi. 3.8-3176 3.8.5.- l3 Figures 2A-2 Figures 2A-2 Sec. p. 2A.1I-3 2A.1.4 Sec. 3.7A. 2.5

i 3 3 & 32 thru thru Fig. 2A- and See. 2.5.4.6 Sec. 3

2A-3EE 2A-3EE 2A-6 p. 2.5-30 p. 5

16.4•
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING xcii 011/51 (% critical damping) ACEPTAMICE CRITERIA LOAD COMBINATION & ALLOWALE' 9TRESSES

Reinforced concrete structure: 3.0/5.0 Steel containment ASME, BPVC, Sec.

(a) Initial and final testings AISC 1969 Ed.

Steel frame structures: 3.0/5.0 (1) D4+L+Pt+Tt+E

Bolted and riveted assemblies: 3.0/5.0 ( T ACI 318-63

(b) Normal operating

Welded assemblies: 2.0/3.0 (1) D+L+T +R +E

Translation and rotation of soil: 4.0/5.0 (2) D+L+To+R

(NSSS)- (3) D+L+Te +Re +P +E

Drywell-building (coupled): 3.0/5.0 (4) L+Te+R e +Pe

(c) Refueling

Suppression chamber: 2.0/3.0 (1) D+L+E

(2) D+L+E'

Reactor pressure vessel, support

skirt, shroud head, separator and (d) Accident

guide tubes: 2.0/3.0 (1) D+L+Ta +Ra +P a+E

(2) D+L+Ta+Ra÷Pa4E'

Fuel: 7.0/7.0 a a a

(3) D+L+T +R +P +Y +Y +Y +E Sec. 3.8.2.3 p. 7 Sec. 3.8.2.2 p. 4

(e) Flood Sec. 3.8.3.3 p. 47 Sec. 3.8.3.2 p. 45

(1) D+L+E+F Sec. 3.8.4.3 p. 58 Sec. 3.8.4.2 p. 57

Table 3.7A-1 and 3.7B-1 Sec. 3.8.5.3 p. 78 Sec. 3.8.5.2 p. 78

16-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAMPING METHOD

O0u/SSE OF P C

(I criti- QUALIFICATION LOAD COMBINATION ACCEPTAIICE CRITERIA

cal damping) &.*LLOWABLE STRESSES

Vital piping systems 0.5/1.0 Analytical and Load combination definitions are according to ASME Sec III ASME, BPVC, Section III

Fuel 7.0/7.0 supplementary NB-3200 through NB-3600.

testing

For details see tables below, e.g., Table 3.9-4,

"Reactor Pressure Vessel Internals and Associated Piping."

(NSSs)

Secs.

3.7B.2.1

3.7B.2.1.6.1

3.7B.2.1.6.2 Table 3.9.-l, 3.9-2

3.7B.2.1.7.1

3.7B.2.1.7.2 Table 3.9-4, through 3.9-64 Sec. 3.9.1.6

3.7B.2.1.8 p. 3.9-8

16-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA 0IE/SE OF

QUALIFICATION FAD COMBINATION ACCEPTANCE CRITERIA & ALLOWABLE STRESSES

Not available. Analytical and Not available. Seismic class I electrical

testing. equipment

IEEE Std. 344-1971

p. 3.7A.A-1 to 3.7A.A-6

Tubing- ASME BPVC

Section III

Secs.

3.7A,A.3.1

3.7A, A.3.2

Table 3.9-23

16-5

SEISMIC REVIEW TABLE Docket Number

50-285

NMAM ANiD IN55S EARTHQUAKE DATA METHOD OF

TYPE OF THE COMBINATION DESIGN SPECTRA

PLANT NO. OF OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CPOL ISSU1E DATE NOR. VERT. INTENSITY NOR. VERT. AND ITS SPECTRA

Fort Calhoun 0.08 .053 Unclear 0.17 .0113 Time history-1940 3 compo- SRSS Response spectra Time history

Station Unit #1 informatior El Centro and 1952 nents. conform to the method.

Taft normalized to Combina- average spectra

Reactor type: P1R the ground acceler- tion not developed by

ation of the maximum available Housner for freContainment type: hypothetical earth- quency > 0.33 HZ

Without Buttresses quake are used for and Newmark for

(Prestressed Con- developing floor frequency <0.33 HZ

crete) response spectra.

NSSS Manufacturer:

Combustion Engineering

Architect Engineer:

Gibbs & Hill, Inc.

App. F kp. F

Sec. ;ec. App. F App. F

Sec. 2.4 Sec. 2.4 Sec. 2.4 Sec. 2.4 Sec. 2.4 Sec. F.2.2.4 F.2.5 ?.2.2.3 Sec. F.2.1.4 Sec. F.2

6-68/5-73 p. 2.4-3 p. 2.4-3 p. 2.4.1 p. 2.4.3 p. 2.4." p. F-10 p. F-12 . F-9 p. F-6 p. F.10 & F.14

17-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION CROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF Ge PROFILE DAMPING ON

AND TYPE nICkNESS V* PROFILE TABLE MODELLINC OF SOIL MODAL

ITS DEPTH DAMPING

High strength Compact 60 ft Not available. Missouri River Gavin Point Stick model Not available. Not available. 0.05 SSE

concrete mat granular. Valley. with soil

supported by pile Fort Randal3 springs. 0.02 OBE

foundation Fluvial 4-8 ft Domestic wells

resting on eposits depth 20 ft to Big Bend

bedrock n lime- 35 ft. Oh

(containment, tone.

auxiliary bldg.) Commercial wells Garrison

edrock 19-21 ft depth 50 ft to

nderlain 75 ft.

y rock

trata.

Sec. 5.1

p. 5.1.1 Sec. 5.1 Sec. 5.1

Covering letter p. p.

"Dames & Moore" 5.1.1 5.1.1

App. C App. C App. C Sec. 2.7.2 Sec. 2.7 Sec. F.2.2.3 Sec. F.2.2.3

p. 10 p. 6 p. 6 p. 2 .

7

- 6 p. 2 .

7 -1 p. F-8 p.F.9

17-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DNIING

OB3/883 (Z criti- ACCEPTANCE CRITERIA

cal damping) LOAD COMBINATION ACCEPTANE'STRESSES

Containment structure: 2.0/2.0 1. D+L+S+T''' Ultimate strength method

ACI 318-63

Concrete support structures for 2. D+L+S+T'''+W or E

reactor vessel and steam Modified ultimate strength

generators: 2.0/2.0 3. D+L+P+S+T+W or E design

Steel Assemblies: where: No loss of function design for

Bolted or riveted 2.0/2.0 D Dead load including equipment weights and hydrostatic extreme environmental loading

Welded 1.0/1.0 loading

Vital piping systems: 0.5/0.5 L - Live load

S - Post-tensioning load. (which varies with time)

Rigid vault type toncrete P - Accident design pressure

structures: 2.0/5.0 T = Thermal loads based on a temperature corresponding to

pressure P

Framed concrete structures: 5.0/7.0 W - Wind load

E - Design earthquake

T'''- Thermal loads based on normal operating temperature

For further details refer to section 5.5.

Sec. F.2.1.1

p. 5.5-1

Sec. F-2.1.3 Sec. 5.5 Sec. 5.5

p. F-6 p. 5.5-1 to 5.5-5a p. F.3

17-3
SEISMIC REVIEW TABLE

141CUANICAL & PIPING

DAMING METHOD DESIGN CRITERIA

031/889t C crit i- or cal cti-) LACCEPTANCE CRITERIA

cal damping) QUALIFICATION LOAD COMBINATION & ALLOWABLE STRESSES

Mechanical equipment: 2.0/2.0 Analytical Reactor vessel: ASME, BPVC, Section III

and testing. 1. Design loading - OBE P KS

Piping: 0.5/0.5 b - . USAS, B31.1 and B31.7

2. Normal operation + SSE P.Sd C 1 /_ 21

Pb Sl.5 (-Td Sd

b In\J

3. Normal operation + SSE P 1. [iS _ 2S +pipe rupture mb -__1. Pm- 21 5

where SLSy+(1/ 3 ) (Su-Sy)

S d-1.2S m

Piping:

1. Design load + OBE Applicable code allowable

2. N.O. + SSE P <S m - d m Pb _4/ Sd cosd

Appendix F 3. N.O. + SSE + pipe rupture P m- <SP

Sec. F.2.1.3 Appendix F P < 4/h SL cos(! " m Appendix F

p. F.6 Sec. F.2.2.2 For reactor vessel and piping b- L 2 5 Sec. F.2.1.1

Table F.2 p. F-7C Sec. F.2.1.2 p. F.3

Table F.1, p. F.4 and F.5, Appendix F

17-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA

OBE/SSE OF

QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE STRESSES

Not available. Shop test, "Special seismic restraints will be installed at the According to IEEE 344

prototype test, electrical cable trays. The cable will be supported "Guide for Seismic Qualification

field test or vertically and horizontally so as to meet the stress of Class I Equipment for Nuclear

seismic anal- criteria under all conditions including postulated Power Generating Station"

ysis to meet earthouakes."

Class I selsmic criteria.

Appendix F

Sec. 6.14

Sec. F.2.2.2

p. 6.1-4 Sec. F.2.2.2 Sec. F.2.2.2 and Sec. 7.2.2

p. F.7.C, 7d p. F.7.C p. F.7.C and p. 7.2.1

17-5

SEISMIC REVIEW TABLE Docket Number

50-267

METHOD OF DSG PCR

NAME AND NSSS EARTHQUAKE DATA COMBINATION DESIGN SPECTRA

TYPE OF TM

PLANT NO, OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE HOR. 8 VERT. 8 INTENSITY MM ROR. 9 VERT. g AM. COmB..ITS SPECTRA

Fort St. Vran 0.05 0.033 VII 0.10 0.067 TID-7024, "Nuclear The hori- PCRV: Response spectra TID-7024 Fort St.nraing Reactors and zontal re. "Linear were developed as Nuclear Generating Earthquakes",AEC, suits super- recommended in

Station (Unit 1) 8/63 from spec position AEC TID-7024.

Reactor type: HTGR tral anal of all

ysis were odal Housner

Containment type: combined contribuPrestressed Concret Presresed simulta- tions". oncetneously All other

NSSS Manufacturer: with the Cat. I

Gulf General Atomic vertical struct:

SRSS

Architect Engineer:

Sargent and Lundy

Engineers

Amend. 14 Amend. 14 end. 14 Amend. I4

Sec. Sec. ec. Sec.

5.2.1.1 5.2.1. .2.1.1 Fig. 14.1-1

p. 5.2-4 p. 5.2-4 . 5.2-4 p. p. 14.1-1, p. F. p. 14.1-1

S5.2 5.2-4 App. E.13 5.3-33 14.1-4 Sec. 14.1 App. E.13

92_48_12-73 I I_____ _ __IIIp. 14.1-1, 14.1-3

18-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE 0 BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

IDATION WATER DAM OF GC PROFILE DAMPING ON

AND TYPE ICR1ESS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DE•PTE DAMPING

1. Reactor, tur- 4 0 Not available Ground water level Lumped mass CS = 850 psi Not available Not

bine bine buildings buldng 0 44 

. was well below model with @ 20 ft. available

andheavy proposed founda- soil springs

equipment, as a0 o ý- %n tion level, except VS= 1200 fpi GS = 104,000 psi

well as the main 0 0 6j C-4 reactor building @ 65 ft.

and service wa- 00,4- I which extends be- @ 20 ft. ter cooli~ng lo the water•

e. • low the water Vs= 2400 fp Boring UHI

towers. 0.,4 - .0 level.

S@ 65 ft.

Straight shaft 0 0 a q1 -

piers. arilled Boring UR1

into the claystone bedrocks.

2. Miscellaneous

light equip- 0

ment.

U2.1 -

Spread footings.

,4 4,4

GI . p. E. 37-12

> Table 3-1 Fig. E.13-1

s.2.6 •. See. 2.6 Table 3-1

D2.6-20 :214 p. 2.6-21 p. 3-8

18-2
SEISMIC REVIEW TABLE

STRUCTURES -

DESIGN CRITERIA

O33/88 C( Criti- LOAD COMBINATION ACýEPTANCE CRITERIA

cal damping) & ALLOWABLE' TRESSES

Reinforced concrete: 2.0/5.0 PCRV: For reactor core support

structure:

PR.DL + 1.23 NWP + E' + TL concrete. ACI 318-63 PCRV. DL + 1.23 NWP + E.5 TL

(prestressed concrete DL + 1.23 NWM + 1.5 TL netal. ASME B and PV Code reactor veesel) 2.0/5.0Mea.AEBanPVCd

Nwp Normal working pressure Sec. III. Class A

Welded steel 2.0/5.0 DL- Dead load

E- SSE earthquake loads Stress Criteria: Operating

Bolted steel 2.0/10.0 TL - Temperature loads Principal Comp. 0.45 Cf' 9

Principal tension 3/Tn'c

Bearing tendon area

0.6f c 3/ab-/abo <f'c

Bearing: Shear Anchors

0.6f c average

Table E.li-l

Amend. 16, p. 14.1-3 Table E.1-1 Se E.1-1

Sec. 3.2, p. 3.2-2

18-3
SEISMIC REVIEW T.ABLE

M41uHANICAL & PIPING

DESIGN CRITERIA DAMPING ME•THOD

OBE/SSE Zcii OF (a crini- QU OIFICATION ACCEPTANCE CRITERIA

cal damping) QLOAD COMBINATION & ALLOWABLE STRESSES

Vital steel piping 0.5/0.5 Dynamic seis- For PCRV Internal Steel Structure: For all piping systems:

nic method for ANSI B.31.1.0-196 7 .

Class I System a) D. L. + Operating mechanical load 1 0.667 F

and piping b) D. L. + Operating mechanical load y For containment tank:

based on Fig. + Design seismic loads - Fy ASME Code Sec. III-C

"SSE" ground c) D. L. + Operating mechanical For coolers:

acceleration + twice design seismic load - No loss of safety ASME Code Sec VIII Sec. 1.4 function

p. 1.4-3

and

Tests for Clas

I systems,

Q. 5.1,

Amend. 16

Attachment A,

p. 5.1-1

and

Q. 5.11, Sec. 4.2, p. 4.2-10

Amend. 16 Sec. 4.2, p. 4.2-

28

Attachment A Sec. 4.2, p.4.2-28

p. 5.11-1 Sec. 4.2, p. 4 . 2 - 3 5

and

Amend. 1

Attachemnt A

Amend. 16, p. 14.1-3 p. 5.11-9 Amend. 16, p. 5.21-1, Table 3.2-1

1-4
SEISMIC REVIEW TABLE

ELECTRICAL EQ'ZP~MENT

DAMPING METHOD DESIGN CRITERIA

OBE/SSE OF

QUALIFICATION O.AL..-A.!ON!LOAD CO.V31NATION 1 ACCEPTANCE CRITERIA &

ALLOWABLE STRESSES

Not available Tests and Not available Not available

inspections.

For auxiliary

electrical

system.

Amend. 25

;p. 8.4-1

18-5

SEISMIC REVIEW TABLE

Docket Numbet

50-213

NAME AND NSSS

TYPE OF "TiE

PLANT

CPIOL ISSUE DATE

EARTHQUAKE DATA COMBINATION METHOD OF

DESIGH SPECTRA

t NO. OF I

METHOD OF

OBE SSE EARTHQUAKE

TIME HISTORY

NO. OF EARTH.

CON?.

USED

0N1 ITS

rnNMl

MODAL

COMB.

TYPE OF GROUND

DESIGN SPECTRA

_________ =__ -*1I

fOR. VERT, a INTENSITY -I

49 8 r

Haddam Neck Nuclear

Power Plant, Unit I.

Re.aoLar type: PWR

Containment type:

Reinforced Concrete

Cylindrical

NSSS >anufacturer,

Ws tinghouse

Architect Engineer:

Stone and Webster

F:-.ineering Corp.

5-64/6-67

Not used Not used Not used L)

Cd)5~

0.11

' " I

Not used

VERT. a

.44

*• o

40

I ) --

i 0 4 1.

/.j 0 0

/n U ,Q)

54)

/• C CJ-

,j4j 44-1

co o

0 4 Mr" 0 0 P S C

12.5-4 12.5-4

.~5 0 -2

obtained from BNL Docket search and SEPB Report; LLL, EDAL Report # 175-130.01, January 1979.

__ _ _ _ _ 9.--.-J1 _ 

0N

o oS 0O

-H 0 > SA

SC:

t .0

sa- M C a) Cj 4j to a,0

0 55 uC 0J-

- 4 .j41 0ý 0 a)1o4

1O 0 ,V N 00 U o a0C 4-4C > -H. 0 a) 0

4j Pj~ 4 N4~

C', C'

C 0

-4C1 04 fn td

&4 14CS C V 1 $4 0N

OUd 4-4 SS

S0 a) a) 0 >.4 0 0

S Cl) CI 4j 0) 'I U0 a 6

Aj o 010 a 01 i. 2.5-4 ooud a4

Housner ASME, Oct. (JEMD, 1959)

Fig. 2.5-1

GENERATION METHOD OFOF

FLOOR RESPONSE

SPECTRA

No floor response spectra generated.

Housner's

"Average Acceleration spec- trum" was used

for al-i elevations.

.4

!

*Information

prepared by

19-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF Gs PROFILE DAMPING ON

AND TYPE THICKNESS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH DAMPING

Containment- SAMILE: Not available 21 ft. MSL is yard Not Fixed base Not available Not used Not

9 ft. mat. Spent grade. Calculated available with single used.

fuel pit founded site flood stage degre

on bedrock with Loose EL+7.0 to + 5.0 is 15.1 MSL freedom

lowerside walls loam GWL: - 8 ft. MSL(containment).

embedded in rock Firm fin(

and earth. sand and

Major structures gravel + 5.0 to -2.0

are founded di- boulder 2.0 to -8.0

rectly on the schist 8.0 to -30.0

granitic gneiss

bedrock. Minor

structures are

founded either

on rock on piles

drived to rock

or on spread

footings in comp8cted granular

fill.

2.4-2 Fig. 2. -4 2.3-3

_________________ _________________________________._________________________________-2_ _______________________ ___________________________

19-2
SEISMIC REVIEW TABLE

-STRUCTURES

DESIGN CRITERIA

DAMPING

OBE/SSE (% criti- LOAD COMBINATION ACPEPTANCE CRITERIA

cal damping) & ALLOWABLE' STRESSES

R/C containment: Include mat 7.0 Reinforcing steel - primary plus secondary ACI and ASME Codes plus

eratin + incident 333 i Rayleigh method and equivaR/C framed structure 5.0 lent'static loads for seismic.

operating + .03g hot. -26.7 ksi

Steel framed structures, include

support. structure and foundation operating + .03g hor. + incident - 33.3 ksi

bolted 2.5 operating + incident + 0.17g hor. - 40.0 ksi

welded 1.0

- wind loads up to 150 mph

- 30 psf snow and ice (not included in combination)

p. 3.2-2

Non-safety related systems:

E (=0.03g): No loss of function

Table 2.5-2 p. 3.2-2

19-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DAMPING METHOD DESIGN CRITERIA

OBE/SSE OF C E

(% criti- QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA

ca amig ALLOWABLE gTRESSES

Piping: 'Analytical Reactor coolant Component Design Code

Safety Injection System:

Carbon steel 0.5

Operating loads + E < Steam generator- ASME Section VIII (1956 ed.)

Stainless steel 1.0 working Stress Reactor Coolant Pumps- ASME Section VIII (1956 ed.)

(E = 0.17g) Reactor Coolant Piping - ASA B31.1 (1955 ed.)

Pressurizer ASME Section VIII (1956 ed.)

Reactor internals and CiRn and Code Case Nos. 12? and 1234

Main Steam Piping: Safety and Relief Valves ASME Section I (1956 ed.)

welded 1.0 operating loads + E < and Code Case Nos. 1224 and

Working Stress 1234

(orking Loop Stop Valves ASA B16.5 (1957 ed.)

bolted 2.0 (E 0,03g) Loop Check Valves ASA B16.5 (1957 ed.)

Pressure Control and Relief ASA B31.1 (1955 ed.)

Mechanical equipment includes System Piping

pumps and fans 2.0 Low Pressure Surge Tank ASME Section VIII (1956 ed.)

Table 2.5.2

19-4
SEISMIC REVIEW TARLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA

OIE/SSE (X Critical OF

damping) QUALIFICATION LOAU COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE STRESSES

Not available No testing Not available Not available

19-5

SEISMIC REVIEW TABLE Docket Number

50-261

NAME AND NSSS EARTHQUAKE DATA COMBINATION METHOD OF DESIGN SPECTRA

TYPE OF THE

PUANT NO. OF

0! SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

-_COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE HOR. VERT. INTENSITY ROR. VERT. A'D ITS SPECTRA 3 M £ COMB. 4 

H. B. RIobinson 0.10 0.067 V11 0.20 0.133 Not used. and Y Absolute Housner spectra. No floor reNuclear SteR [vertical) sum. sponse spectra Electric Plant r Z and Y generated. Unit No. 2 

U2pplied -vertical) Housner spectra

used for Reactor type: PR 

Rombina- ogether. components.

Containment type: aionot

without buttresses vailable.

(prestressed concrete)

ISSS Manufactuer:

Westinghouse

kchitect Engineer:

Ebasco

Figures 2.9-2

p. 5.1.2 p. 5.1.2 p. 5.1.2 p. 5.1. p. 5A-4 Question Question 9.9-3 p. 5A-4

4-67/8-70 -6 -6 -6 2-6 III A 11 IIA p. 2.9-9

20-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF IEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION - - WATER DAM OF Ge PROFILE DAMPING ON

AND TYPE THICKNESS V PROFILE TABLE MODELLING OF SOIL MODAL ITS DEFI DAMPING

A 144 ft. diam- The pied-The mid- Not available. Not available. Earth dam Not available Not available. Not avail- The modal

eter circular mont dendorf at the site able. analysis

reinforced con- crystal- is made has a cen- was percrete slab 10 ft. line up of tral verti- formed

in thickness basement sands, cal clay utilizing the

supported by rock at silty and core and same damping

923 steel pile. the site sandy supporting factor for

is over- clay, shells of each mode.

laid wit sandstone compacted

460 ft. and mud- sand. The

of uncon-stone. crest of

p. 5.1.2-20 solidate Fig. 2.8 the dam is **DAM

coastal -2 at El. 230, (cont.)

plain Basement the normal 3(horizontal)

TYPE sediment Rock pool is at on upstream

(cont.) These El. 220 and side and 1

sediment Midden- the dam has (vertical):

over 430 ft. are com- dorf a maximum 2.5(Horizontal

Middendorf prised: 430ft. height of on downstream

formations. 30 ft. Alluvium 50 ft. The with 15 ft.

of sur- 30ft. crown width berm at El.

face al- of dam is 200.

luvium 15 ft. and Sec. 2.9.8

Sec. 2.8.3 , side slopes p. 2.9-10

p. 2.8-6 are l(verti Dock. 50261- Question

Dock. 50261-104 (cont.) cal): ** 104 i1I A4

20-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPIN critical damping) LOAD COMBINATION & ACýEPTANCE CRITERIA ALLOWABLE' STRESSES

Containment structure: 2.0 For containment structure: For containment structure using

(a) C-1.OD+O.05D+1.5P+l.o(T+TL)+l.OB ACI 318-63

Concrete support structure Ultimate strength design.

of reactor vessel: 2.0 (b) C=1.0D+O.05D+1.25P+1.0(T'+TL')+I.25E+I.0B

Concrete structures above (c) C=I.OD+0.05D+I.OP+I.0(T' '+TL' ')+l.OE'+l.OB

ground: (d) C=l.OD+0.05D+1.OPT+. 0(T +TL o)+l.25WT+1.OB

(a) Shear wall 5.0 (e) C=T.OD+o.O5D+1.15P

(b) Rigid frame 5.0 CD

Symbols used in these formulas are defined on p. 5.1.2-9.

Table 5A.1-1

p. 5A-5 p. 5.1.2-8

20-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAMPING METHOD

OBE/SSE (% criti- OF

cal damping) QUALIFICATION LOAD COMBINATION ALLOWABLE STRESSES

Vital pipe systems: o.5 Analytical Vessels Piping Pressure piping:

1, Normal loads P < S p < S USAS B31.1

Steel assemblies: m- m m

(a) Bolted or riveted 2.5 PL+PB < 1.5S P L+P B< S Pressure vessel: (b) Welded 1.0 -- m L -B ASME, BPVC

2. Normal + design P. < S P < 1.2S

earthquake loads mP m m .2S

pL+PB <_ 1.5Sm LPB B_

3. Normal + assumed P < 1.2S P < 1.2S

hypothetical earth- m - m m -

quake loads PL+PB <_ l 2 (lSSm) PL+PB- 1.2<_ 1.5S)

4. Normal + pipe P < 1.2S P. < 1.2S

rupture loads m- m m

P L +P B <_S 1.2(1.5Sm) PL+PB < 1.2(1.5S)

P. = primary general membrane stress; or stress intensity.

m

P = primary local membrane stress; or stress intensity.

P = primary bending stress; or stress intensity.

S = stress intensity value from ASME, BPVC Code, Section III m

S = allowable stress from USAS B31.1 Code for pressure piping.

Table 5A.1-1

p. 5A-5 Table 5A. 3-1 p. 5A-3

20-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD I DESIGN CRITERIA

OBE/SSE OF

QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE STRESSES

Not available. Circuits and Not available. Electrical equipment:

equipment were WCAP 7397-L

subjected to

vibration

tests which

simulated the

seismic conditions for the

"low seismic"

class of

plants.

7.5-13 p. 7.5-14 Amendment 10

20-5

SEISMIC REVIEW TABLE Docket Number 50-133

NAME AND NSSS

TYPE OF THE

PLANT

CP/OL ISSUE DATE

I

EARTHQUAKE DATA METHOD OF COMBINATION DESIGN SPECTRA

I t r

EARTHQUAKE

TIME HISTORY

NO. OF

EARTH.

COMP.

USED

AND ITS

MODAL

COMB.

TYPE OF GROUND

DESIGN SPECTRA

METHOD OF

GENERATION OF

FLOOR RESPONSE

SPECTRA

_ _MB, i" ,. 

Humboldt Bay Power

Plant, Unit 3

Reactor type: BWR

Containment type:

Pre-mark (steel)

NSSS Manufacturer:

Geaeral Electric

Architect Engineer:

Bechtel

1,

Time-histories

given in

ýC-TOP-4A

p. 5-3

BC-TOP-4A BC-TOP-4A Reg. Guide 1.60,

Rev. 1, 1973

Time history

BC-TOP-4A

p. 5-1

11-60/8-62 p. 1-1 p. 1-1

FHSR

Amend.

p. 125

1FHSR,

i Amend.

p. 162 I J 1 .1 J -

Information gathered from FHSR Amend. 11 (50133-1), Amend. 13 (50133-3)

FSAR Supp. (50133-59), FSAR proposed Amend (50133-124), FSAR Supp. Emergency Plant

and Summary Report of Seismic Design Review, Rev. 3, 1977.

(50133-183)

21-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF G PROFILE DAMPING ON

AND TYPE rHICKNESS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH AMDAMPING

D I

Not available " Not qot available Not available Not avail- 2 dimensional

1 available able finite ele- BC - TOP 4A

1 0) ment model

O a which in4-j oa cludes emo o bedded reactor

O u caissions

~44-4 0 O u

JJ 0

JO

*Ha a)

p po

a 0

FHS,d A ed 1

Oo10-

*d JJ r.,-

>a

,A0 U)a -

010

P 41J 0 M 0o1p. 5-1

FHSR, Amend 11,

Sec. I, p. 155

21-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING

OBE/SSE LOAD COMBINATION ACCEPTANCE CRITERIA & ALLOWABLE'STRESSES

Accident Condition AWS Dl.1-74

Concrete structures: welded steel tanks for oil R. G. 1.61 storage, API 650, 1973

U =D + L + T + HA + R + 1.5 P BC-TOP-9A, Design of structures

(BC-TOP-4A) A for missile impact, Rev. 2,

U = D + L + TA + HA + R + 1.25 P + 1.25 E 1974

L A A UBC - 1973

U = D + L + T + H + E' ACI •214 -65 0 0

ACI -318 - 71

Steel Structures AISC - 1969

Elastic working stress

1.6S = D + L + TA + HA + R + P

1.6S = D + L + TA + HA + R + P + E

1.6S = D + L + TA + HA + R + P + E'

Plastic

0.9 y = D + L + TA + HA + R + 1.5 P

0.9 Y = D + L + TA + HA + R + 1.25 P + 1.25 E

0.9 Y = D + L + TA + HA + R + P + E'

p. C-i

App. B-3 p. C-2

21-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAMPING METHOD

OBE/SSE OF

QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA

& ALLOWABLE STRESSES

Test or Piping System BN-TOP-2, Design for pipe Analysis break effects

Reg. Guide 1.61 Plant Loading ASME SEC.III Allowable

Operating Condition Ref. Stress

(BC-TOP-4A) Condition

Normal P + W Eq.(8) of NC-3652.1 SH

Upset P + W + OBE Eq.(9) of NC-3652.2 1.2 SH

P + W + FV*

Faulted P + W + SSE Eq.(9) of Code Case 2.4 S

1606 NC-3652.2

Normal &

Upset TH Eq.(10) of NC-3652.3(a) SA

P + W + TH Eq.(ll) of NC-3652.3(b) SA + SH

Vessel Loading Conditions

Upset P + W + OBE NC-3300 Sec. VIII PM < 1.10 S

Code Case 1607 (PM or PL) + PB 1.65 S

Faulted P + W +SSE NC-3300 PM < 2.0 S

Sect. VIII, Div. 1 (PM or PL) + PMB 2.4 S

Table 6.1 p. B-5,6

*Applies to main steam line

21-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA

OBE/SSE OF

QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE STRESSES

Not available Test and/or Not available Recommended practices for

analysis 3eismic qualification of

,lass 1E equipment for

JPP, IEEE 344, Jan. 1975.

Table 6.1, Table 6.1

p. 9-1 p. 8-1

21-5

SEISMIC REVIEW TABLE Docket Number 50-3

METhOD OF DSG PCR

NAME AND NSSS EARTHQUAKE DATA COMBINATION DESIGN SPECTRA

TYPE OF THE

PLANT NO, OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE HOR. VERT. INTENSITY HOR. VERT. AND ITS SPECTRA g g MM g g COMB.

Pot avail- Synthetic Time Each hori- SRSS Synthetic design Time-history Indian Point None None 1 to zontal spectra method Nuclear Generating Z 10 History

Station, Unit No. 1 "o combined

-4with TID-7024

Uvertical Reactor type: BWR ; W simul- Housner

Qj taneously

Containment type: ta nu3

Dry containment- ) r-4

spherical (steel)

M~OW .O-4 >

NSSS Manufacturer: co • c 0 Cd

Wilcox Babcock and r ,4I 

s -1 -4

-1 '10~b - 5

Architect Engineer: f = WUJ0

United Engineers W o OQ > J. Blume Report on and Constructors u 4 H JR

W P 0 o0 Piping Systems,

0 M' ( 0 4- iM.S3 p. 1- 2

tob-P r bon0 Z Class I structure

C 4 0 "Earthquake Analysis "Earthquake and Sheet 10.1, p. i-4 M 0 44 " of Piping Systems Sheet* Sheet 10.1 Tornado Analysis 5

9-12-69 161.1 p. 1-6 of Structures" Piping

J. Blume Report, P.D.2-2 9-5-69 Sheet 11.1, p. 1-Z

5-56/3-62 J. Blum1-2 J. Blume Report 5

p. vi, 1-e p.1.2 5 J v aljzejSheet;-2

* "Sheet" refers to microfiche Sheet # 22-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF NEARINC INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUND-ION - WATER DAM OF CG PROFILE DAMPING ON

TSD TYPE THICKNESS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH a DAMPING

Reinforced ' Founda- Not available Not available Not avail- Stick model Not available No damping No

concrete mat. 0 0 tion sits able with founda- assumed available

m * on bed- tion rigidly

r ock fixed to bed1 04 rock.

.0 4.85 0 0)"

W w 4J •

0)0-

0) 000 

.4 ': c

4•410 4

4 0

5.4 4.8

0W•

Cd 0

CS

0 0 cShe Sheet 10.1 Sheet 10.1

10) 0 '4)

She 0 4 W10.1 p.2-1 p. 2-1

Ia. 2-10

22-2
SEISMIC REVIEW TABLE

-STRUCTURES

DESIGN CRITERIA

DAMPINO

031883 (% criti- LOAD COMBINATION ACPEPTANCE CRITERIA

cal damping) & ALLOWABLE' TRESSES

Reinforced concrete 5.0/5.0 First analysis- ACI Standard- ACI 318-63

C = (1.0 ± 0.05) D + (E or W) "Ultimate Strength Design"

Structural steel - bolted 2.0/2.5 C - Required load capacity; E = earthquake loads

- welded 1.0/1.0 D - Normal loads (dead load of structure, plus anynormal ASME BPVC, Sec. VIII

Sheet 10.1, p. 1-3 operating live loads)

ReanalysisU - D + L + Feqs + Ta PA - steel containment

U D + L + Ta + F - Biological shield a eqs

U - D + L + F - other Class I structureS

eqs

D = Dead loads; L - live loads

T - Thermal loads; PA= pressure loads

F - SSE loads

eqs

Sheet 4 .

30,p. 1 and 2 Sheet 4.1, p. 1-4

Sheet 114.2, Question 7 Sheet 10.1, p. 1-3

e 1and Sheet 10.2

Sheet 10.1, p. 1-2

Sheet_430 ._s_ _______________________________ _______________

22-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAMPING METHOD

OBE/SSE oF (% criti- ACCEPTANCE CRITERIA

cal damping) QUALIFICATION LOAD COMBINATION & ALLOWABLE STRESSES

Piping 0.5/0.5 Analytical Reanalysis ASME -

USA Standards , code for

A eqs pressure piping, nuclear

U - D + L + F - component supports power piping, USAS B31.7

eqs also

D - Dead doads ASME BPVC, Sec. III

L - Live loads

p - Internal pressure loads

P A -"Load on safeguard systems in the event of LOCA"

F - SSE loads

eqs

Sheet 5 Sheet 11.1 Sheet 5, Sec. 3.0

Sheet 11.1, p. 1-3 Sec. 2.1.2.1 Sheet 430 p.V. and p. 8

Sheet 430,p. 1 p. 4 p. 1 and 2

22-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA

OBE/SSE OF

QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE CTRESSES

Not available Not available Not available Not available

22-5

SEISMIC REVIEW TABLE Itocket Number

50-247

HAWO AND SSS EARTHQUAKE DATA MITID OF DESIGN SPECTRA

TYPE OF inE

PLANT NO. OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE NOR VERT. INTENSITY ROE. VERT. AND ITS SPECTRA 9 g g co _COMB.

Indian Point Nuclear 0.10 0.05 VI 0.15 0.10 None used Horizontal SRSS Housner No floor reand verti- sponse spectra Generating Station, ca.generated; Unit: No. 2 cal..gnrtd

acin No.ground response acting spectra used for

simultan- piping and com- Reactor type: Pil eously ponents.

containment type:

Atmospheric

(Reinforced

Concrete)

NSSS Manufacturer:

Westinghouse

Architect Engineer:

United Engineers

& Constructors

p. A-3

Sec. Sec. App. A Q. 1.3-2 Fig. A.1-2 Sec. 3.1.5

1.2.21.2.2 Suppl. 9 p. 3.0-9

S2 Sec. 2.8 . (5/7) Supp. 6

10-66/10-71 1.2-9 p. 2.8-1 1.2-9 J (2/70)

23-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF GC PROFILE DAMPING ON

TYPE THIChhSS V0 PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH DAMPING

,4 641

Mat foundation ~ o o vial. Stony Point: Not avail- Structure; Not available. Not availableNot avail9ft. thick. . em available about 35ft. depth able. Stick Model able.

10C. Rockland County

lOOft. to 300ft. Id'4 depth

At the fringe of

C :oq0 Westchester CounZ% 0) ty depth less thar

0 50ft.

.1. ~3 1.5

p. 1.04 0-2

.-0 d1 41 Sp5

&j ri. 0)

.0 wig.

0)41

Sec. 1.3.0 ý4 P.ai00A

p.4 1.)-4 Sec. 3.1.5,

Supp 6 0 w p. 3.0-9,

(2/70) 6j . Vol. 1, Sec. 2.5, Suppl. 9

1 N 0p. 5-10

Sec. 2.7'

p. W-4

23-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING (z criti011/58 S Sipg 1Rf WU~Al ACCEPTANCE CRITERIA 0/cal damping) LOAD COMBINATION & ALLOWABLE' TRESSES

a) C - 1.0D ± O.05D + 1.5P + 1.0 (T + Tl) ACI 318-63

Containment structure 2.0 b) C - 1.OD ± 0.05D + 1.25P + 1.0 (T'+ TL') + 1.25E

Concrete support structure of reactor c) C = l.OD ± 0.05D + l.OP + 1.0 (T" + TL") + l.OE'

vessel 2.0 C - Required load capacity section

D - Dead load of structure and equipment loads

Steel assemblies: P - Accident pressure load

(a) bolted or riveted 2.5 T = Load due to maximum temperature gradient through the con-

(b) welded 1.0 crete shell and mat based upon temperature associated

with 1.5 x (accident pressure)

Concrete structures above ground TL - Load exerted by the liner based upon temperature associate

(a) shear wall 5.0 with 1.5 x (accident pressure)

(b) rigid frame 5.0 T' = Load due to maximum temperature gradient through the concrete shell and mat based upon temperature associated with

* One damping value is given, but not 1.25 x (accident pressure)

clear whether for l.B.E. or D.B.E. TLh = Load exerted by the liner based upon temperature associate

with 1.25 x (accident pressure)

E - Load resulting from operational basis earthquake

T" - Load due to maximum temperature gradient through the concrete shell, and mat based upon temperature associated

with the accident pressure

TV" - Load exerted by the liner based upon temperature associate

with the accident pressure

E" - Load resulting from design basis earthquake

Sec. 2.1.12, p. 2.0-7

and

Sec. 5.1.3.8, p. 5.1.3-6 Sec. 2.1.12, p. 2.0-5, Supp. 6 ec. 2.1.13, p. 2.0-8

_ __upp. 6

23-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAMPING METHOD

O3h/SSE oF OBR/SSE criti- (Z QN or ACCEPTANCE CRITERIA

cal damping) & ALLOWABLE STRESSES

Vital Piping Systems 0.5 Analytical L. C. Vessel Piping Supports For mechanical:

and 1. Normal PM s SM PM < S Working stress ASME , BPVC, Section III

* One damping value is given. Testing loads or applicable But not clear whether for L+ B<1.5 -L~ 5M M P L + pB B- <f factored ore a lab load lv Lue

0.B.E. or D.B.E. For piping:

O Normal + P S .M 1.2 S 1 1/3 working USAS B31.1 (1955)

Design E.Q. above Same as PL + PB • 1.2 S5trs Stress

E.Q. - above L B For further details refer to

. Normal + PM < 1.2 SM PM < 1.2 S Maintain equip. Q. 4.10

SSE within stress

PL + PB S- 1.2 (1.5 S ) PL + P <- 1.2(1.5 S) limits

. Normal + Same as Same as Same as

pipe above above above

rupture

Sec. 5.1.3.8

p.5.1. 3 - 6 

and Sec. 3.2.3, p. 3.2.3-3

,Q.4 .5, Q.4.5- Table A.3-1 Sec. Q. 4.5, p. Q. 4.5-1 Sec. 5.1.3.8, p. 5.1.3-7 Sup.45 Q..- Supp. 6

23-4
SEISMIC REVIEW TABLE

23-5

SEISMIC REVIEW TABLE Docket Number

50-286

METHOD OF DSG PCR

NAME AND NSSS EARTHQUAKE DATA COMBINATION DESIGN SPECTRA

TYPE OF THE

PLANT NO, OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE HOR. VERT. INTENSITY fOR. VERT. AND ITS SPECTRA

g g g __ _ _COMB1.

Indian Point .10 .05 VII .15 .10 Compared with (l) El 3 compo- SRSS, Containment Time history.

Nuclear Generating Centro 12/30/34 and nents: closely response:

Station, Unit No. 3 5/18/40 (2) Olympia Each hori- spaced Housner spectra

4/13/49 (3) Taft zontal (10%)

7/21/52. combined modes

Reactor type: PWR th combined

vertical by absoContainment type: component lute sum. Atmospheric by abso-

(reinforced con- lute sum.

crete)

NSSS Manufacturer:

Westinghouse

Architect Engineer:

United Engineer

and Contractors

Sec. 5.1. Sec. 5.1. Sec. 5.1. Sec. 5. p. Q5.28

2.2 2.2 2.2 1.2.2 -1

p. 5.1.2 p. 5.1.2 p. 5.1.2 p. 5.1. p. Al-9, Appendix Al question p. Q5.37 Sec. 5.1.3.5

8-69/5-76 -4 -4 -4 2-4 Curves-Fig. Al-l&2 5.22 -1 p. 5.1.3-3 p. Q4.32-l Vol. VI

24-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF GC PROFILE DAMPING ON

AND TYPE THICKNESS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH a DAMPING

Concrete base Fine- Not avail- Not available. Fluctuates between Three Structure: Not available. Not available. Not availmat--9 feet grained able. El. 35 to El. 55 reservoirs stick model able.

thick. phyllite, (MSL) are within

a schist, five mile Soil:

and lime- radius, cantilever

stone No informa- beam assumpwith tion on tion indibedrock dams is cates fixed

lying available, base modeling

close to

the surface.

Bedrock

is

Jointed

and

fractured.

Appendix 5A

Sec. 5.1.2.1 3ec. 2.7 Sec. 2.5 Sec. 3.1.5

p. 5.1.2-1 . 2.7-1 See Fig. 2.7-3 p. 2.5-2 p. 5A-26-28

24-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING (Z critiOBEASE cal damping) LOAD COMBINATION ACPEPTANCE CRITERIA

& ALLOWOLE' STRESSES

Containment: 2.0/5.0 Containment factored load equations: Containment concrete--

(a) C.l..OD+0.05D+1.5P+1.0(T+TL) ACI-318-63

Concrete support structure of Cb) C-l.OD+0.05D+l.25P+l.O(T'+TL')+l.25E

reactor vessel: 2.0/2.0 Ultimate strength design

(c) C-=.OD+0.05D+I.OP+l.0(T' '+TL' ')+l.OE' ACI 318-63 Part IV-B

Concrete structures above ground: (d) C=I.0D+O.OSD+I.0W'

(a) shear wall 5.0/5.0 )-

(b) rigid frame 5.0/5.0 (a) - LOCI (b) - Design base accident (DBA)+OBE

(c) - DBA+SSE (d) = Design base tornado

Steel assemblies: where

(a) bolted or riveted 2.5/2.5 C =ere 1.01.0C : required load capacity

(b) welded 1.0/1.0 D = dead loads

P - accident pressure load

T = maximum temperature gradient load associated with 1.5P.

TL - liner load due to temperature associated with 1.5P.

W' - tornado wind and external pressure drop

T' and TL' are T and TL but due to 1.25P.

T'' and TL'' are T and TL but due to 1.OP.

E - operational base earthquake load

E' - design base earthquake load

p. 5A-13

Sec. 2.1.8, p. 5A-1O, Appendix 5A Appendix 5-A p. 5.1.1-2

Table A.1-1, p. Al-10, Appendix Al Table 3.2, 4.1 p. 5A-13, Appendix 5-A

24-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA DAWING MEOD

ODE/SUE OF (% criti- QU OF ACCEPTANCE CRITERIA

cal damping) QUALIFICATION LOAD COMBINATION & ALLOWABLE STRESSES

Piping Vessels

Piping: 0.5/0.5 Analytical. (1) Normal-D+T+P P < a P < S & P L< 1.5S Piping: ANSI B31.1-1955

P (orP - in ASME BPVC

m L+B - m Sec. 111-1965

(2) Upset=D+T+P+E P < 1.2o Pro(or PL)+PB+Q < 3 .OSn

(3) Faulted-D+T+P+E' Design limit Pm- (1.2S m or Sy

curves or

P L •(1.25Sm) or 1.5S

whichever is larger

(4) Faulted-D+T+P+PR Design limit Pro(or PL)+PB<_ 1.5(l.2Sm)

curves or 1.5S whichever is

Y larger

(5) Faulted-D+T+P+E'+PR Design limit For stress limit refer to

curves Table A.1-3

Sec. 2 D - dead load, T = thermal load, P - pressure load,

p. A.3-3 E - OBE, E' - SSE

p. A.3-10-12

For testing

Table A.1-1, p. A.1-10 p. Q4.17 Table 4.10-6 10

p. 4.2-8; p. 4.3-29 Vol. VI Sec. 4.0, p. AI-18, Appendix Al p. 4.9-2

24-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA

O SQUALIFICATION' LOAD COINATION ACCEPTANCE CRITERIA

ALLOWABLE STRESSES

Not available. Analytical Not available, Westinghouse Report

and testing. iWCAP-7817

"Seismic Testing of Electrical

and Control Equipment"

ISec. 3 Sec. 3

Appendix A3 p. A.3-6, 7, 8

p. q5.16-2 Appendix A3

Vol. V1 !Supplement 4

24-5

SEISMIC REVIEW TABLE Docket Number 50-333

NAME AND NSSS

TYPE OF THE

PLANT

CP/OL ISSUE DATE

EARTHQUAKE DATA METHOD OF COMBINATION DESIGN SPECTRA

- I

ONE SSE I EARTHQUAKE

TIME HISTORY '-INO. OF EARTH.

COMP.

USED

AND ITS

rnMR.

MODAL

COMB.

TYPE OF GROUND

DESIGN SPECTRA

METHOD OF

GENERATION OF

FLOOR RESPONSE

HOR. VERT. SPECTRA

9 I

INTENSITY NOR. VERT. a 9

4-I 0V -I i i I-t

James A. Fitzpatrick

Nuclear Power Plant

Reactor type: BWR

Containment type:

Mark I (steel)

NSSS Manufacturer:

General Electric

Architect Engineer:

Stone and Webster

Engineering Corp.

5-70/10-74

0.08

p. 2.6-1

.053

p. 2.6-1

VIII 0.15

p. 2.6-1

0.10

p.2.6-1

Articifical timehistory used

Sec. 2.6 , p. 2.6-1

ccN 4)

A4 0

SW

000

I.. 0.

41-4 W ý

40 UU >4

App. C .

p-c. -

SRSS

Sec.

12.5.1

p. 12.5-1

Housner

Sec. 2.6, p. 2.6-2

See Fig. 2.6-1

and Fig. 2.6-2

Time-history method.

Sec. 12.5.4,

p. 12.5-13

* * ______________ I d 4.

25-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF IEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF G. PROFILE DAMPING ON

ISD TYPE CKNESS V. PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH UDAMPING

-4 1 -4

Reinforced con- ' 1 150 ft. Not available. Water table at the Not avail- Stick model Not available. Not available. Not availcrete mat. 0" W f Oswego site slopes to- able. with springs able.

4o sandstone ward Lake Ontario to model the

59 tti at an average gra- rock. S-4"• -A dient of 37 ft. Cd . per mile and the

embedded 45 ft. 0 pertiond

below top of direction of

.0 o0 ground water is

bedrock in the 3 .*,." toward the lake.

surrounding .4 g 0V

area omw

0) -40 :3

"4,, 3J1 , 0 it0. 4. Se $.1

X '40 r.

&4J4 '04J

to

p'~. 1 5.-1 Sc . . .1 . -

Cs0 mm

1 0 &

o ".4i'

Sec. 2.5 Sec. 12.5.1.1

p. 2.5-1 Sec. 2.4.1 p. 12.5-1

Sec. 12.3.1, p. 2.4-1

p. 12.3-1 - -

25-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAiHPIU OAMINSS (Z criti- ACPEPTANCE CRITERIA cal damping) COMBINATION &AD ALLOWABLE' CTRESSES

L. C. Structural steel Concrete

Concrete structures 2.0/5.0 1. Normal dead AISC Code ACI 318 Building code requirements + + lie lad ~rkig stess ACI-318 (working stress de- live load working stresssin sign)

Steel frame structurs,, 2.0/3.0 2. "1" + wind 1/3 increase of 1/3 increase per AISC ACI Code cpecific for structural con- Bolted and riveted assemblies 3. "1" + OBE Same as above Same as above crete ACI-301

Welded assemblies 1.0/1.0 4. "I" + DBE 90% of yield 75% of ultimate Concrete chimneys ACI-307

Fluid containers 0.5/0.5 AISC

5. Normal dead Same as above Same as above St

NY State Building Construction

+ tornado load Code

6. Normal dead Same as above Same as above

.+ max. possible

flood

Table 12.4.3 Sec. 12.4.8 to

Sec. 12, Table 12.4-2 12.4-5

25-3
SEISMIC REVIEW TABLE

NMC1ANICAL & PIPING

DAMPING MKTOD DESIGN CRITERIA

0311S81 (% criti- OF CPR I

cal damping) QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA

____ _ &.,,LOWA5LR STRESSES

Piping:

Vital piping systems 0.5/1.0 Analytical 1. General membrane primary stress: For piping:

S +5 ~SS LP DL ira ANSI B31.1.0

2. Operating basis earthquake: MR App. C.3.3, p. c.3-3

SLP + SDL + SOBEQ = Si + -- i S 1.8 S

where MR-r (Mxl ± Mx2) 2 ± (Myl ± M2) + (Mzl ± Mz2)z Mechanical:

ASME BPVC Section III Subsec3. Design basis earthquake Mt tion B, 1968 Edition and

Sp + (S + ST +S ) " Lp Addenda published to June

LP +SDL +DBEQ L+ SM S 3 m 30, 1968.

where

M, - v(Mxl + Mx2 ± Mx3)2 + (MyI + My2 t My3 )2 + (Mzl + Mz2 Mz3 )2

SLP - Longitudinal Pressure Stress = Ded Stessi Lod - Appropriate stress

SDL - Dead Load Stress intensification

STU - Thermal Stress factor

See. 12, Table 12.4-2 Sec. 12.5.4, SOBEQ Operating Earthquake Stress SM " Section modulus

p. 12.5-11 S Design Earthquake Stress _BEQ , Allowable Stress at operating temperature App. 1.3.2.2, p. 1.3-2

Section 12.5.4, p. 12.5-10 to p. 12.5-11

25-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA OZE/SSE OF

QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE STRESSES

Not available .Not available Not available Not available

- -" ______________________________________________________________________________ I

25-5

SEISMIC REVIEW TABLE Docket Number

50-348

METHOD OF DESIGN SPECTRA NAME AND NSSS EARTHQUAKE DATA COMBINATION

TYPE OF T'HE

PLANT NO. OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE NOR. VERT. INTENSITY HOR. VERT. AND ITS SPECTRA 9 £ g _O_9. _ _1_

Joseph N. Farley 0.05 0.033 VI 0.10 0.067 Synthesized time compo- SRSS Modified Newmark Time history

Nuclear Power Plant history. ents: Closely curves, method.

Nach spaced

Units I and II orizontal modes are

ombined combined

ith absolutely Reactor type: PNR fertical

omponent. Containment type:

3 buttresses with

shallow dome

(prestressed concrete)

NSSS Manufacturer:

Westinghouse

Architect Engineer:

Bechtel

Sec. ec.

Sec. 2.5.2.10 2.5.2.1( Sec. Sec.

Unit 1: 8-72/6-77 Sec. ;ec. 2.5.2.10 p. 2 .

5 - 3 3 p. 2 .

5 - 3 1 Sec. 3.7.1.2 3.7.3.7 3.7.3.3.4 Sec. 3.7.1.1 Sec. 3.7.2.1

Unit I1: 8-72/6-77 2.5.2.11 2.5.2.11 p. 2.5-33 p. 3.7-2 p. 3.7-14 p. 3.7-13 p. 3.7-1 p. 3.7-6

26-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOTL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF G PROFILE DAMPING ON

TYPE riICKNESS V3 PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH DAMPING

Rigid mat foun- pper 40 ft Not available. Approximately There are Stick model Soils- 0.04 critical Not availdation 9 ft. esidium. 55-65 ft below 13 dams up- with soil 3,000-21,000 psi damping for able.

thick on Lisbon grade. stream, 14 springs. OBE.

formation. war 30 ft dams in Lisbon- 0.07 critical

Fesidium. area: 50,000-970,000 psi damping for

Jim Wood- SSE.

ody's 10 ft ruff, Limestone Columbia,

Walter F.

isbon George,

ormation Eagle, City

Mills,

North Highlands,

Oliver,

Goat Rock,

Bartlett's

Ferry,

Riverview,

Langdale,

iqest Point,

Sec. 2B6.2 Morgan

p. 2B-15 Sec. Sec. Falls, and

Sec. 3.8.1.1 2B.4.3.2 2B.4.3 2 Sec. 2B.4.3.2 Buford Sec. 3.7.1.6 Sec. 2B.7.2.2

p. 3.8-1 p. 2B-8 p. 2B-8 p. 2B-8 Dams. p. 3.7-3 p. 2B-20 Table 3.7-1

a I I- I I Fig. 2.4-14 111

26-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DlAMING

Ouz~ssz (% criti- ACCEPTANCE CRITERIA cal damping) LOAD COMBINATION & ALLOWACLE STRESSES

Welded steel frame structures: 2.0/5.0 Design loading case: ACI 318-63

1. D+-F+L (construction case)

Reinforced concrete structures AISC 1969

plus equipment supports: 2.0/5.0 2. D+F+L+T 0+E (or W) (operating case) AEC Reg. Guides

Prestressed concrete structures: 2.0/5.0 3. D*F+L+P+Te (design accident case)

4. D+F+L+T +E (or W) (prolonged shutdown case) For further details refer to a Section 3.8.1.2.

5. D+F+L+1.15P (test case)

Factored loading case:

1. C-i/,,(i. OD+I. 5P+I. OT a+1.OF)

2. C=1/,(1.0D+1.25P+1.0T +1.25H+1.25E (or 1.25W) +1.OF) a

3. C-1/,(1.OD+I.25H+I.OR+1.OF+1.25E (or 1.25W) +1.OT )

4. C-1/0(1.0D+l.25H+l.0F+l.25Wt +1.OT )

5. C-1/0,(1.OD+1.0P+I.0T a+I.0H+I.0E'+l.0F)

a

6. C=1/,(1.0D+1.0H+1.0R+I.0E'+I.0F+1.0T 0

Sec. 3.8.1.3 Sec. 3.8.1.2

Table 3.7-1 p. 3.8-13 p. 3.8-3

26-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAMPING METHOD

OBX/SS9 (Z criti- OF ACCEPTANCE CRITERIA

cal damping) QUALIFICATION LOAD COMBINATION & ALLOWABLE STRESSES

Vital piping: 0.5/1.0 Analytical L. C. -Class 1 Components Stress Limits ASME, BPVC, Section III,

and Table 3.9-3

Welded steel plate Testing Normal PM S- SM "Design Criteria for Components assemblies: 1.0/2.0 P L S 1.5 SM not covered by AS1E Code."

Bolted and riveted PM (or PL) + PB S 1.5 S1 Ex. Heat exchangers - ARI steel: 3.0/5.0 P M (or PL) + PB + Q - 3.0 SM 410-64

Fan AMCA Test Code

Upset Same as normal 300-67, 211 A-67

Faulted Table 5.2-6

Sec. 3.7.2.1 p. 3.9-1, Table 3.9-1, Table 5.2-4, -5, -6, -7 Table 3-9-3

Table 3.7-1 p. 3 . 7 -52 Section 3.9.2, 3.9.2

3.9-1, 3.9-24 3.9-3

26-4
SEISMIC REVIEW TABLE

26-5

SEISMIC REVIEW TABLE Docket Number

50-305

NAME AND OSSS EARTHQUAKE METHOD OF DESIGN SPECTRA DATA COMBINATION TYPE OF IME

PLAINT NO, OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE HOR. VERT. INTENSITY HOR. VERT. AND ITS SPECTRA 8 9 8 g Colo..

Kewaunee Nuclear 0.06 0.04 V 0.12 0.08 Synthetic time Horizontal SRSS Newmark method Spectral method

Power Plant normal fo- history and

cus shock vertical

thin 7 components Reactor type: PWR ailes of Blume report

)lant site. Combina- #JAB-PS-O0I

Containment type: tion not JAB-PS-03

Dry containment- iown

cylindrical (steel) iormal fous. shock

ISSS Manufacturer:

Westinghouse

Achitect Engineer:

Pioneer

App. B App. B kpp. B App. B Plate 8-A and

Sec. Sec. Sec. Sec. Plate 8-B

B.4.5 B.6.3 App. A B.4.5 B.6.3 App. B App. B App. A App. B

8-68/12-73 p. B.4-2 p. B.6-5 p. 31-32 p. B.4-3 p.B.6-6 p. B.6-5 p. B.6-5 p. 33 p. B.6-5

27,1
SEISMIC REVIEW TABLE

FOUMDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METUOD MATERIAL LIMITATION

FONDATION WATER DAM OF Go PROFILE DAMPING ON

ITS DEPTH TYPE UCUMxS V 0 PROFILE TABLE MODELLING OF SOIL MODAL

DAMPING

soil-bearing type Glacial" 60-150 ft Varies from 10-30 Not avail- Stick model Glacial till 5% critical Not avail-

(Raft-type till ft below ground able. with soil G-IxI07 ibs/sq ft damping able.

formation) Shear wave surface springs. OBE,SSE

velocity soil

1 -2500 fps

crete base Glacial Glacial lucustrine

slab lacus- deposits

trine I- 5

deposits 

G-5x10 lbs/sq ft

5 ft. Bedrock 350-600 Shear wave Bedrock

depth of slab (Niagra ft velocity rock 8

dolomite -11,500 fps

App. E App. B

Sec. E.1-E.3 App. A App. A App. A App. A Sec. B.6.3 App. A App. B

Fig. E.2-5 p. 16 p. 16 p. 16 p. 11 p. B.6-5 p. 2 6 -Table 7 Table B.6-5

27-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMP1NG OBE/SSE CZ criti- ACPEPTANCE CRITERIA )cal ping) LOAD COMBINATION & ALLOWXBLE STRESSES

ACI 318-63

Reactor Containment vessel 1.0/1.0

Shield building 2.0/2.0 Normal operating Deadtlive+wind+snow

Reactor containment vessel OBE Dead+live+DBA+snow+greater of the OBE

internal concrete 5.0/5.0 or wind

Steel frame structures 2.0/2.0 DBE Dead+live+snow+DBA+DBE

Reinforced concrete construction 2.0/2.0 Tornado Dead+live+300 mph design tornado+tornado

missile, if any

App. B App. B

Table B.6-5 Table B.6-1 Table B.6-2

27-3
SEISMIC REVIEW TABLE

MOCRANICAL & PIPING

DAMPING METHOD DESIGN CRITERIA

cACCEPTANCE CRITERIA

cal damping) QUALIFICATION LOAD COMBINATION & ATLLOWALE STRESSES

Piping systems 0.5/0.5 Analytical or Pressure Vessels Piping ASME, BPVC, Sec. III, 1968

Tests. Normal condition: (a) P rn-rn .<S

Mechanical Equipment 2.0/2.0 (b) P (or P )+Pb .S P<1S ANSI B31.1 code for power

m m -L-b piping 1967.

(c) Prn(or PL)+Pb+Q _3.0Sm

Upset condition: (a) P. m. <S-- m

(b) Prn(or PL)+Pb <l_.5Sm P <1.2S

(c) P m(or PL)+Pb+Q<•3.OS

Emergency condition:(a) P <1.2S or S

(b) Prm(or PL)+Pb<_I.8Sm P <1.5(l.2S)

or 1.5S

y

Faulted condition: (a) Stainless steel: (a) Stainless

design limit curve steel design

(b) Carbon steel: limit curve

(i) P =1.5S or 1.2S (b) Carbon stee: m m y P <S or 1.8S

(ii) Pm(or PL)+Pb < 2 . 2 5 S - y

or 1.875S

App. B App. B Table B.7-2 Y App. B

Table B.6-5 p. B.7-1Od,e Table B.7-3 For further details refer to App. B p. B.7-6

27-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA

OBE/SSE OF

QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE STRESSES

Not available Analysis "Electrical equipment and its supports were designed to be Not available

sufficiently rigid so that its natural frequency will be out

of the range of resonance with the building structure".

B.7-10C

27 -5

SEISMIC REVIEW TABLE

Docket Number

50-409

NAME AND NSSS EARTHQUAKE DATA METHODIOF DESIGN SPECTRA

TYPE OF THE COMBINATION

PLANT NO. OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. 0 GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE HOR. VERT. INTENSITY HOR. VERT. AND ITS SPECTRA

9 g MM a 9 co

La Crosse (Genoa) .06 .04 VI .12 .08 Taft 1952 record Horizontal SRSS for R.G. 1.60 used as No vertical

Nuclear Generating chosen as initial 3nly for equipment basis to develop response spectra

NucleartGenerating accelerogram. A RCB and piping response speqtra generated,

ground time-history AaximumR (R.S.) from Taft earth- instead use 2/3

Reactor type: BWR whic envelopsthe horizontal Algebraic [uake. (not specifi- of horizontal ground

sum for cally stated as response spectra.

C n tR.G. 1.60 was gene- (x or z

Pre-nark (steel) rated for analysis of direction reactor such but curves are Horizontal remajor structures such are add0d bldg. those of R.G. 1.60) sponse spectra

S M c as the containment. simultan- (time his- derived fram time

NSSS Manufacturer: tory etho history analysis. AlliW ChCers d• eously

Chalmers, with the Reanalysis of

Manufacturing Co. a Q I vertical -Mechanical and

for major Piping ,.1975-77,

Architect Engineer: $4 -4 piping and No amplification

Sargent and Lundy V • equipment. of vertical

Engineers U a response.

Sec.~~~~ 2. 4 Se.24J Sc . e.24S .

4-J

3-6317-67 Sc . e.24Sc . e.24Sc .

* Information was obtained from DNL Docket search and SEPB Report "Seismic Review of La Crosse BWR Phase I Report,

28-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION _WATER ._ DAM OF Gs PROFILE DAMPING ON

AND TYPE THICKNESS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH s DAMPING

0j

Pile foundation Not available Not available Not avail- Lumped-mass Not available Not available Not

232 piles will 2 C: p (A d) wlable :j for structure available A 0= o q soil-spring support 50 tons Cn 0 sl cr

each e I aA " W4 4- and dashpot

0 41 •41 keconvolution

S( process used; , A 0 0. soil layers 0 ",14 U) w - .a n aodeled as

n , 0 w 4 shear beam w)0 M rI

) .0 0 (2% damping

a " used)

0140) "

> >~ 0-

,-q U ,) 0 :j _ 00 ~4- .04a) 4.4 cu

Cd

o -,•~ *4) ~0 UI w)-

P*0 4_4 0)P

0,- . 0 J

M. U M*4

.- a~) 04- U)

0 0)0(

.•oo. 0) 14L0

28v2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING DAMPING (% Critical

OBE/SSE damping) LOAD COMBINATION ACPEPTANCE CRITERIA

& ALLOWABLE'_TRESSES

1/2 SSE SSE Structural Steel - Elastic:

Reactor Containment 3.0 up 7.0 up Construction: 1.0 D + 1.0 L + 1.0 T + W < 1.33 AISC (1969) Allowable structural

Test: 1.0 D + 1.0 L + 1.0 T + 1.0 a < 1.33 AISC (1969) Capacities for RCB, Two stacks,

Turbine building 7.0 Normal: 1.0 D + 1.0 L + 1.0 T + 1.0 R < AISC turbine building waste disposal o 0 building:

Stacks 7.0 up Severe Environmental: 1.0 D + 1.0 L + 1.0 T + 1.0 R + E < AISC

Extreme Environmental: 1.0 D + 1.0 L + 1.0 T + 1.0. + E' < 1.6 )ISC

New diesel genera- R/C - strength design: MConcrte: 1/2 SSE SSE

tor building 4.0 7.0 Construction: 1.1 D + 1.3 L + 1.3 T0 + 1.3 W u u

Test: 1.1 D + 1.3 L + 1.3 T + 1.3 R Shear V 0.60 V

Normal: 1.4 D + 1.7 L + 1.3 T o + 1.3 Ro Steel

Severe Environmental: 1.4 D + 1.7 L + 1.3 To + 1.3 Ro + 1.3 W Moment 0.66 M

0.9 D + 1.3 T + 1.3 R + 1.3 W Y Y o o

1.4 D + 1.7 L + 1.3 T + 1.3 R + 1.4 E Shear 0.40 V 0.53 V

0.9 D + 1.3 T + 1.3 R + 1.4 E 0 0

Extreme Environmental: 1.0D + 1.0 L + 1.0 T + 1.0 R + 1.0 E'

0 0

Section 3.7.1; Table 4.5-1 and 4.5-2

28-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAMPING METHOD

OBE/SSE OF (% Critical ACCEPTANCE CRITERIA

damping) QUALIFICATION LOAD-COMBINATION & ALLOWABLE STRESSES

1/2 SSE SSE Not available M.S. Piping: Load conditions from NB-3110, 3620 Piping:

Piping 1.0 2.0 Design: (Primary) Po + DL + E < 1.5 SM AEC Reg. Position I

Normal: (Primary and secondary) T + P + SA + TA + E < 3 S and Sabsection NB-3600 _M of Section III of ASME

Upset: Same as for normal condition B&PV Code

Emergency: (Primary stress) < 2.25 SM

Faulted: P + DL + E < 3.0 SM

(Main steam piping and feedwater piping designed

as Class 2 since fatigue loads not considered).

Follows R.G. 1.48, EQ 8,9,10,11 of ASME Code

28A
SEI1SMIC REVIEW TIABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA

OBE/SSE OF

QUALIFICATION' LOAD COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE STRESSES

Not available Not available Not available Not available

28-5

SEISMIC REVIEW TABLE

Docket Number

50-309

METHOD OF DESIGN SPECTRA NAME AND NSSS EARTFQUAKE DATA COMBINATION TYPE OF THE 

PLANT I

NO. OF OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COmp. GENERATION OF

CP/OL 

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE ISSUE DATe HOR. VERT. INWSITY HOR. VERT. AND ITS SS g g COME. SPECTRA

Maine Yankee Atomic 0.05 0.033 VI 0.10 .067 No earthquake time- Each hori- No combin- Housner spectra Empirical procedure Power Company history used. zontal ation used used for piping to

Reactor combined flexual provide amplified type: PWR with the mode used response spectra. vertical only. For equipment and Containment type: 

Sub-atmospheric resulting anchors used equi- in two valent static load (Reinforced concret load cases method or Housner

The method response spectra. SSS Manufacturer: of com- Combustion Engineer bination ing is un- Amendment 22 (4-71) clear. Q. 4.4 chitect Engineer: 

Stone & Webster Q. 4.5

Engineering Corp.

Method used described in Section 5.1.1.2.2

p. 5-6

Sec. 2.5.4

0-68/9-72 ýec. 1.3.1 Sec. 1.3. Sec. 1.3. Amendment 20 (3-71) p. 2-27

p. 1-6 p. 1-6 I p. 1-6 p. 1-6 Q. 4.5 p.5-3 p. 5-6 igs. 2.5.6 and

? 5-7

29-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF G PROFILE DAMPING ON

AND TYPE THICKNESS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH 6 DAMPING

Flat reinforced jor Joints in 7,000 fps Dug wells: less got avail- ranslational 1.80xlO6-2.06xlO6 psi psl Not available. avail Not able. Ntaaavailconcrete slab tructure bedrock than 25 ft deep. able. Rocking modes able.

bearing on bed- are med- ere not inrock with a iard ium orporated in

che dynamic central reactor rystal- spaced, Drilled wells: odel. vessel pit. line bed- ranging depth of 100 ft

rock from 1 t or more.

10 ft. thick 5 ft in

Unor tervals Ir

3truc-ture and less.

n rock

r comacted

ranular

ill aove the

ock.

ec, 5.1 Sec. 2.4 Sec. 2.4 Sec. 2.4 Sec. 2.3.3 Sec. Sec. 2.4

5-1 p. 2-23 p. 2-23 p. 2-23 p. 2-22 .1.1.2.2 p. 2-23 I I I ý•. 5-6

29-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING

OBE/SSE (Z criti- LOAD COMINATION ACCEPTANCE CRITERIA

cal damping) &OALMLOWABLE'TTRESSES

1. Reactor containment. 5.0/7.0 1. (1.0+0.05) D + 1.5 P + 1.0 (T+TL) Containment:

2. (1.0+0.05) D + 1.25 P + 1.0 (T+TL) + 1.25 E Ultimate strength methods

2. Reinforced concrete structure, other 5.0/7.0 3. (1.0+O.05) D + 1.0 T + 1.0 C ACI 318-63, Sec. 1504, Part IV B

than cpntainment (on rock or soil). 4. (1.060.05) D + 1.0 P + 1.0 (T+TL) + 1.0 E' or the Ultimate Strength Design

Handbook ACI Special Publication

3. Reinforced concrete structure (not 2.0/5.0 D - dead load No. 17.

on soil or rock). P = design pressure load

TL - load by exposed liner

4. Steel framed structure T - temperature gradient load

Bolted or riveted 3.0/5.0 E - OBE

Welded 1.0/2.0 E' - SSE

5. Reactor vessel

Welded assemblies 1.0/1.0

Bolted assemblies 3.0/3.0

Table 2.5-1 Section 5.1.1.2, p. 5-2 Section 5.1.1.2, p. 5-2

29-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAMPING METHOD

OBEISSE OF

(% criti- QUALIFICATION LOAD COMBINATION * ACCEPTANCE CRITERIA

cal damping) & ALLOWABLE STRESSES

L. Mechanical equipment. 2.0/2.0 Analytical Reactor vessel internal structure ASME BPVC, Section III •~< S

1. Design loading + OBE P - m P +-PL < 1.5 S

. Piping. 1.0/2.0 B 1- m

2. Normal Operating + SSE Pm < SD1" 2

p <1. 5 1- (-!)I B- SD D

3. Normal Operating + SSE + pipe Pm < SL P

rupture Pm <- 1.5 P-(M)

Where: s L -Sy + (1/3)(Su-Sy)

SD - 1.2 S

Piping

I. Design load + OBE Applicable code allowables

2. N.O. + SSE Pm <- SD

B-- SD cos

3. N.O. + SSE + pipe rupture Pm < SL

Amendment 20 (3-71) Amendment 22 P < SL cos

Q. 4.9, Table 2.5-1 (4-71) Q. 4.8 B - L 2 SL p. 3-4, 4.2-4

*For reactor internals: Table 3.2-1, p. 3-4

Vessels and piping: Table 4.2-3, p. 4.2-4

29-4
SEISMIC REVIEW TABLE

29-5

SEISMIC REVIEW TABLE

Docket Number

50-245

METHOD OF DSG PCR

NAME AND NSSS EARTHQUAKE DATA COMBINATION DESIGN SPECTRA

TYPE OF THE

PLANT NO. OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE lOR. VERT. INTENSITY HOR. VERT. AND ITS SPECTRA

Equia enS CttBi

Millstone Point

Nuclear Power Station

Unit 1

reactor type: BWR

ontainment type:

Mark I (steel)

SSS Manufacturer:

General Electric

rchitect Engineer:

Ebasco

5-66/10-70

0.07 0.05 VII 0.17 0.113 Taft 690 west earthquake record

(Blume response spectrum is more conservative than Taft

response spectrum)

Q VII - A.9 and

Q VII - A.10

Amend. 17

Horizontal No modal

and verti- combinacal tion

needed for

(X+Y,Z+Y) .]time hisItory. Unclear inthe formation

resulting for reseismic sponse

stress fol spectrum

the two method.

motions

were combined

linearly.

Sec. XII

p. XII1.7

Housner

Fig. XII-1.2

Fig. XII-1.3

Sec. XII

lp. XII-1.7

Equivalent Method - Static

for

intake structure,

turbine bldg., main

steam lines, Class I

piping in reactor

and turbine bldg.,

batteries and batter

racks.

Time History Method:

Reactor bldg.,

ventilation stack,

radwaste/control

room, condensate

storage tank

Sec. XII Sec. XII

p. XII- p. XII1.7 1.7

Response Spectrum Gas turbine bldg.,

recirculation loop

piping, torus, RPV,

isolation condensor,

fuel racks

p. XII-l.12

i

i

1p. Information obtained from BNL Docket Search and SEPB Report, XII-1.7

"Seismic Review of Millstone Nuclear Power Station, Unit 1"

30ý1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION _________ FN, WATER DAM OF G PROFILE DAMPING ON

ITS 

ISD 

DEPTHaDAPN TYPE THICKNESS V PROFILE TABLE MODELLING OF SOIL MODAL DAMPING

Reinforced.con- not not 14,000 fps Not available None Lumped mass Not available Not available Not

crete square mat applicabl applicable with soil available

(42'-6") and six springs (for

feet of thickness reactor bldg.

at elevation of only).

32'-0". The Rocking mode

foundation is was considered

supported di- for reactor

rectly on the bldg. bedck. ontFixed base

bedrock. without

Gas turbine rocking for

building founded other major

on piles. structures.

Turbine build mat

foundatioh on

piles.

Sec. XII-p. XII- Sec. XII

1.13 p. XII-l.2.1

30-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING

OBE/SSE (% criti- LOAD COMBINATION ACPEPTANCE CRITERIA

cal damping) . ALLOWABLE STRESSES

1. Reinforced concrete structures 5.0 1. D + R + E - Normal allowable code stresses are 1. AISC

-used in AISC and ACI increase in de- 2. ACI Code

2. Steel frame structures 2.0 sign stress for earthquake loads is

not permitted. 3. Welded assemblies 1.0

2. D + R + E - Stresses are limited to the minimum

4. Bolded and riveted assemblies 2.0 yield point. In few cases,

stresses may exceed yield pt. then

5. Ventilation stack 5.0 in this case the limit-design method

as discussed in AEC publication TID

6. Radwaste Bldg., Control room 5.0 -7024 "Nuclear Reactor and Earthquakes", Section 5.7, to determine

7. Condensate storage tank 0.5(fluid) that the energy absorption capacity

2.0(tank) exceeds the energy input.

8. Gas Turbine Bldg. 5.0 D = Dead load R = Jet force or pressure due to rupture of

any one pipe

E - Design earthquake load E' = maximum earthquake load

Sec. XII - 1.12

1. DL + LL + OL + E (.07g)

2. DL + LL + OL + W

3. DL + LL + OL + E'(.17g)

Sec. XII Table VII - A.14-1, Table XII-I Sc. XII Aeand 1.3 p. XII-I.7 Q.A.14, Amend. 17 Tab~e XII -1 p. XIII 1.

30-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DAMPING

OBE/SSE (% critical

damping)

METHOD

OF

QUALIFICATION

DESIGN CRITERIA

LOAD COMBINATION ACCEPTANCE CRITERIA

I I ALLOWABLE S----SES

1. Vital Piping System

Sec. XII

p. XII-I.7

0.5 Analytical Reactor Vessel Int

1. D + E

ernals

Stress criteria of ASME Section III, Class A

vessel

The secondary and primary plus secondary

stresses are examined on a rational basis

taking into account elastic and plastic

strains.

2. D+E'

2. Containment heat exchange

3. RPV

4. Recirculation loop piping

5. Suppression chamber

2.0

2.0

0.5

2.0

Emergency Core Cooling Systems

i. D + T + H + E Stresses remain within code allowable.

USAB-B 31.1 plus code cases (piping)

2. D+T+H+E'

Primary Containment

1. D+P+H+.T+

2. D+P+R+H+

3. D+P+R+H+

Primary stresses are within the stress

criteria of ASME Section III, Class A. The

secondary and primary plus secondary

stresses and examined on a rational basis

taking into account elastic and plastic

strains. These strains are limited to preclude failure by deformation.

E D =Dead load

T + E P =Pressure due to LOCA

R =Jet-force or pressure on

T + E structure due to rupture of any

one pipe H = Force on structure due to ther

ASME Section III, Class B

USAS - B31.It.1967

Sec. XII

Question A.14, Amend 17

Table XII-I - __I _I____ I.

mal expansions of pipes

T = Thermal loads on containment due to LOCA

E = Design E.Q. load; E'= maximum E.Q. load 30-4
SEISMIC REVIEW TABLE

30-5

SEISMIC REVIEW TABLE Docket Number 50-336

METHOD OF DESIGN SPECTRA

NAME AND NSSS EARTHQUAKE DATA COMBINATION

TYPE OF in

PLANT NO. OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

R TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE OR. VERT. INTENSITY IROR. VERT. AND ITS SPECTRA S 1 1Time COMB.ht

0.17 0.11 Millstone Nuclear

Power Plant

Unit 2

Reactor type: lW1

0.09 0 06

R

Containment type:

3 buttresses with

shaJla .dome (pre3tJ006044 concrete)

NSSS Manufacturer:

Combustion Engineering

Architect Engineer:

Bechtel

12-70/9-75

VII

Amend. 39

Sec. 2.6

Synthetic timehistory

Sec. Sec.

5.8.1.1 5.8.3.2

p. 5.8-1 1p.5.8-8

compoientS:

7ach hori-

:ontal

:ombined

#ith

vertical

component

simultaneously.

ec. 5.8.4

. 5.8-11

Absolute

sum

method.

Sec.

[...2. 1.

'p. 5.8-7

Separate sets of

design spectra

were developed for

rock foundation

and backfill.

Housner for rock

foundation. Modifi

Newmark for backfil

Sec. 5.8.1

p. 5.8-1

2 Fig. 5.8-1,2

Fig. 5.8-3,4

Time history method.

•.d

L

Sec. 5.8.4

p. 5.8-11

Sec.

K.5.8-1

Sec. 5.8.1.1

p. 5.8-1

Fig. 5.8-6

I a a - I,

31-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF GC PROFILE DAMPING ON

AND lE T OUS V PROFILE TABLE MODELLING OF SOIL MODAL

IITS DTU •DAMPING

Reactor building Glacial Glacial 5500-7500 fps Little or no Not avail- 3ackfill: Not available. 2%/5% 2%

mat rests on deposits: deposits in bedrock, ground water is able, itick model

unweathered rock. Ablation 0 to 30 present in bed- Yith soil

till and ft rock. So virtu- 3prings.

Depth: 81

g feet a dense ally all ground

basal Bedrock: water is restrict- edrock:

till 11 to 54 ed to the soil tick model

which ft below overburden. Water ith fixed

lies ground. level is subjected ase.

above to considerable

the bed- seasonal fluctuarock. tions.

Bedrock

consist

f

nson

eiss

truded

)y

sterly

ranite.

Sec. 2.7.5

p. 2.7-3 ec. 2.4 ec. 2.4 Sec. 2.5.2

Sec. 5.2.1 . 2.4-4 . 2.4-4. Sec. 2.4.4 p. 2.5-2 ec. 5.8.2 Table 5.8-1 Sec. 5.8.3.3

p. 5.2-1 1..2.4-5 [. 2.4-5 p. 2.4-9 Fig. 2.4-2c, 2d I. 5.8-3,4 p. 5.8-9 p. 5.8-10

31-2
SEISMIC REVIEW TABLE

STRUCtURES

DESIGN CRITERIA

DAMPING (% critiODEISSE cal damping) LOAD COMBINATION ACPEPTANCE CRITERIA

& ALLOWAILE'STRESSES

Welded steel plate assemblies: 1.0/1.0 a. D+F+L Construction case ACI-318-63 b.DFLT+E Operating case

Welded steel framed structures: 2.0/2.0 b. D+F+L+To ACI-301-66 c. D+F+L+P+Ti Design incident case

Bolted or riveted steel framed d. D+F+L+T +EsProlongedsht case ASME, BPVC (1968)

structures: 2.5/2.5 d. D+F+L+T +E Prolonged shutdown case

e. D+F+L+I.15P Test case

Reinforced concrete equipment

supports: 2.0/3.0 D - dead loads

Reinforced concrete frames and L - live loads

buildings: 3.0/5.0 F - prestressing loads

P - design pressure Prestressed concrete structures: 2.0/5.0P deinpsur T i= thermal loads due to the loss of coolant incident

T - thermal loads due to operating temperature

T - thermal loads due to transient wall temperature over a

s prolonged shutdown (20 F at exterior face, 70 F at center,

50 F at interior face)

E - operating basis earthquake loads (0.09 g)

For further details refer to Section 5.2.3.2.5.

Sec. 5.2.3.2.4 Sec. 5.1.2

Table 5.8-1, p. 5.8-9 p. 5.2.8 p. 5.1-2

31-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAMPING METHOD

OBE/SSE (% criti- OF ACCEPTANCE CRITERIA

cal damping) QUALIFICATION LOAD COMBINATION ALLOWABLE A STRESSES

Steel piping: 0.5/0.5 Analytical Reactor coolant system (vessels): Piping--

and testing. 1. Design loading + OBE P < S ANSI B 31.7 m m ANSI B 31.1.0

Pb+P-L S_.5S, Sec. 1.2.14, p. 1.2-21 and

2. Normal operation + SSE P SSec. 4.5.2., p. 4.5-5

Pb l'\5 - S J D Pressure vessels--

3.+Normal operation rutr + SSEpe Pm<"S m Pp.2"~•.L 3 NASME, Sec 4..22 BPVC, p. 1.2-19 and 4.5 -5

+ pipe rupture pt, 1 4 ( )2]SLec4.22,p45- SL =S y+(1/3) (Su-S y 5[ m S

R.C.S. (Piping)

1. Design loading + OBE Pm -- m

Pb+PL S_. 5S

2. Normal operation + SSE P < S

Pb /SD C(s - S- D)

3. Normal operation + SSE Pm <-SL P

+ pipe rupture P <-4/S Cos -

b-L/ L (2 S

Sec. 5.8.3.3 Sec. 5.8.5 See Table 4.2-2, p. 4.2-3.

p. 5.8-9 p. 5.8-12 For mechanical see Sec. 3.2.1, p. 3.2-1 to 3.2-5.

31-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPINC METHOD DESIGN CRITERIA

OBE/SSE OF

QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE STRESSES

Not available. Analytical and Not available. Instrimentation designed as per

testing. Reg. guide 1.12.

Sec. 5.8.6 Sec. 5.8.6

p. 5.8-13 p. 5.8-13

31-5

SEISMIC REVIEW TABLE Docket Number

50-263

NAME AND NSSS EARTHQUAKE DATA METHOD OF DESIGN SPECTRA

TYPE OF m COMBINATION

PLANT NO. OF

OBE SSE EARTRQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE HOR. 9 VUT. a INTENSITY M ROR, 8 VERT. 9 AND COMB ITS • SPECTRA

Monticello Nuclear Class I 0.004 VIII 0.12 0.08 Horizon- SRSS Response spectra Time-history

Generating Plant, 0.06 Taft Earthquake of tal and from Taft earth- analysis for

Unit 1 July 21, 1952, North vertical quake Class 1 strucClass II 0.0033 69 West component component tures. UBC for

Reactor type: BWR 0.05 combined Class 2

linearly.

tainment type:

Mark I (steel)

SSS Manufacturer:

General Electric

chitect Engineer:

Bechtel

Sec. 2.1.9

p. 12-2.9c

and

Vol.VI Fig. 2-6-5

2 ppend. A p. 2-6.1

Sec. 2.1. Sec. 6.0 ec. 6.0 Sec. 2.1 9 Sec. 2.1 eactor -Sec. an 2.1.9, p. 12

6-67/9-70 p. 12-28 p. 2.6-1 . 2.6-1 p. 12-28 Sec. 6.0, p. 2-6.1 9, p 12- uilding -2.8a and p. 12- Sec. 2.1.9

2.8 •eismic 2.9 p. 12-2.9

Analysis

p-6

32-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF G. PROFILE DAMPING ON

AIM TYPE * THICIESS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH DAMPING

Reinforced con- 10 0 aot available. The water table Not avail- Stick model Not available. Not available 10.0% of

crete mat$ . .2 " , beneath the low able. with soil critical

founded on medium 0 -4$4 terraces which springs, damping. go~ 4a ~ 0 0C

sand with some o04 .S 1 - border the 0.41 0 A.' gravel. U. o Mississippi River

U ", a usually lies at a- P00• . W .0- bout river elevation and slopes

o -, very slightly tov 0) " ward the river

"' during periods of

0 C r4 normal stream flow, ) 0.0 1 40 ~ Co. U0 0 0 Groundwater at 5k W 4 shallow depths j 0. moves toward the

0 mMississippi River

' o 0 .4 or its tributaries

O > 4 W 0. 0 4) -4 -0 >%-• 0 at variable gra- 41 0 - W dients depending -r4 ,4 4 W on local condi- 0 ccM 4 31004 c . 0 W no • tions. 0 4 , 44u00

.a .c W 004 U '4 "IcC See. 5.4, p. 2-5.3 Append. A. App. A

Sec. I....,and m 2.2.1.1 Fig. 2-5-3 at Seismic Sec. 2.1.9 Append. A

SSc 5. p.ed 25Ap 2.2.9 pc. 12-2.131 > 0 0d -0 r4 74 4 Analysis Part Table _ 2-.13• 0 

-. " - _ _ _ _ __ _ L _ p p._2_ p. 12-2.8 T4p.S

Sec. 5.3, p. 1-5.2,

p. 2-5.3

*Because of space Type and Thickness columns

are combined together.

32-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING ( 

CE CE R R

cal damping) LOAD COMBINATION ACCEPTANCE CRITERIA & ALLOWABLE STRESSES

Recommended damping: 1. Primary containment AISC - Sixth Edition

Rector-boilding (massive construction 5.0 a. D + P + H + T + OBE ACI - 318-63

with many cross walls and equipment and b. D + P + R + H + T + OBE

providing only secondary containment) c. D + P + R + H + T + SSE ASME CODE Sec. III and IX

ACI 505-54 for R. C. Chimney

Thin-shell and prestresadd concrete 2.0 2. Reactor building and all other Class 1 structure

Thinshel prstresedconcete2.0a. an D + R+OBE

b. D + R + SSE

Steel structures 

2.0

c. D + W

d. n+W'

Sec. 2.1.4, NSP-l, p. 12-2.6

Table 12-2-1

Sec. 2-1.4, p. 12-2.4 and

Ref.p.1-5

Append. A., Table l. p.8 p. 12-2.5

Sec. 2.1.4, p. 12-2.3 and 12-3.6

32-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DAMPING METHOD DESIGN CRITERIA

O~h/SSz (% criti- ACCEPTANCE CRITERIA

cal damping) QUALIFICATION LOAD COMBINATION &ALLOWABLE STRESSES

ASME Sec. IS S

Piping: Analytical

3. Reactor vessel supports and Vital Damping System 0.5 a. D + H + R + OBE UA 1116

a. D+ H R +OBEUSAS B 31.1-1967

b. D + H + R + SSE

4. Reactor vessel internals

a. D + O.B.E.

b. D + S.S.E.

c. D + P

5. Emergency core cooling system (ECCS)

a. D + O.B.E.

b. D + S.S.E.

For piping:

Suction header pipe:

Dead loads + seismic loads + OBE = 820 psi allowable

Dead loads + seismic loads + SSE = 1640 psiJ stress is

17, 500 psi

Append. A, Table 1, p. 8 Sec. 2.1.9, Sec. 2.1.4, p. 12-2.3-12.2.6 Sec. 2.1.4., p. 12-2.5 and

p. 12-28 p. 12-2.11 p. 12-2.6

32-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DESIGN CRITERIA

I

LOAD COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE STRESSES

i

Not available. Not available.

2. Plant

standby generator systems.

3. D-L Power

supply systems.

4. Reactor

protection

system power

supplies.

Sec. 8

8,. .3-5

,.8.4-4

•.8.5-6

,.8.6-2

For diesel-ggnerator set:

Equipment shall conform to

applicable standards of the

NEMA, ASA, DEMA, ASME, NBFW,

NIPA, ASTM, lEE, USASI and

state and local regulations.

Sec. 4.1

p. 8-4.1

I

32-5

SEISMIC REVIEW TABLE Docket Number

50-220

METHOD OF DESIGN SPECTRA NAME AND NSSS EARTHQUAKE DATA COMBINATION TYPE OF 'THE

PLANT NO. OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE HOR. VERT. INTENSITY HOR. VERT. AND ITS SPECTRA

An ,1 -sV i s b v

Nine Mile Point

Nuclear Station

Unit No. 1

Reactor type: BWR

Containment type:

Mark I (steel)

NSSS Manufacturer:

General Electric

Architect Engineer:

Stone & Webster

Engineering Corp.

Not used Not used IX 0.11 0.055 Not used Not available.

SRSS

Amend. 6,

Supp. 2,

Question

1-2.

Hounser Reserve EnergyTechnique, by

John Blume

PHSR

III-1

Amendment 6,

Supp. 2,

PHSR QuesIII-1 tion

I-li

PHSR PHSR III-1

4-65/8-69

I I I ________________

33-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT [ SOIL - STRUCTURE INTERACTION

TYPE OF

FOUNDATION

AND

ITS DEPTH

BEARING INFORMATION

- t. -.

GROUND

WATER

TABLE

DAM

METHOD

OF

MODELLING TYPE THICKNESS

G PROFILE

MATERIAL DAMPING

OF SOIL

LIMITATION ON

MODAL

DAMPING V* PROFILE

4 4 I 4 4 -4. 4-

All major structures founded on

Oswego sandstone.

Reactor bldg. is

founded in rock tc

a depth of 60 ft.

PHSR I111-3

W1.

0

W.~ 0.

o i 0~

I..4

Cu.

00W

-05

, 4 0t

44.1 4

rgo U -

Amed

Vol 2

FSAR.4

6/1/67

185 ft. 14,000 fps

Amend. 6, Supp.

2, FSAR, Oct.

1968, Question

IV 12, p IV-24

195 ft. below

ground surface

App. C "Earth

Science"

Not available. Stick model

with soil

springs.

Amend. 6,

Supp.2, Question 1-2

Not available. 2 to 3% critical

damping.

Amend. 6,

Supp. 2, FSAR

Oct. 1968,

Question IV

12, p IV-25

Not available.

C 4

33-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

Oil/8= (Z critia LOAD COHI.INATION ACPEPTANCE CRITERIA

cal damping) AC& ALLOWAbLE' STRESSES

critical damping for integral reinforced- Reactor bldg. 1. ACI-318-63

concrete structures ...................... 5.0 Waste disposal bldg. 2. For proportioning of

screen and pump house concrete members:

drywell radial steel framing: Part IV-A "Working stress

critical damping for ventilation stack... 7.5 design" of

DL + LL + OL + Design Earthquake318-63.

Details: First supplement to PHSR in Reactor vessel concrete pedestal 3. Reinforced-concrete

dnswer to question 111-1(d) ventilation stack:

DL + Equipment Load + Temp. (operating)

DL + Equipment Load + Jet Load + Temp. + Design Earthquake ACI 505-54

eTable 1-4 for 10 load combinations for the 4. AISC specifications for

See Tthe design, fabrication

drywell and erection of structural

steel for building.

5. New York State Building

Code

6. UBC

Amendment 6, Supp. 2, Question I-5 Supplement 2, question 1-4, question 1-9 Amend. 6, Supp. 2,

Question 1-2

33-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAMPING METHOD

OUR9/881 OF

ACCEPTANCE CRITERIA

QUALIFICATION LOAD COMBINATION & ALLOWABLE STRESSES

Not available. Not available. Core spray piping and sparger ring located in the 1. "Method of Differences"

reactor vessel:

2. Reactor internals:

Equations given in ASME Section III. ASME Code Class A

Drywell - ASME Sect. VIII plus Code Case

1270N-5, 1271N, 1272N-5

1. Amend. 6, Supp. 2,

Question 1-10

Amend. 5-Supp 1 (5/20/68) 2. Amend. 5, Supp. 1 FSAR

Question 11-12. Question I-5

33-4
SEISMIC REVIEW TABLE

33-5

SEISMIC REVIEW TABLE Docket Number

50-338

METHOD OF DSG PCR

NAME AND NSSS EARTHQUAKE DATA COMBINATION DESIGN SPECTRA

TYPE OF THE

PLANT NO. OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE HOR. VERT. INTENSITY ROR. VERT. AND ITS SPECTRA B g MM g g COMB.

North Anna Power O.06g for O.04g for VII 0.12g fo 0.08g E-W and N-S compo- j2 SRSS Developed from Time history

Station struc- struc- truc- for nents of Helena, components: Helena 1935 and method.

Unit 1 tures on tures on Lures on struc- Montana 1935 earth- Horizontal San Francisco 1957

rock rock cock ures on quake, and the S-E plus ver- by enveloping the

ock component of the tical adde response spectra

Reactor type: PWR O.0 9 g for O.06g for ).18g .12g San Francisco 1957 simultan- shown in Fig.

struc- struc- for [or earthquake. eously 2.5-9 thru Fig. Containment type: tures on tures on truc- 3truc- 2.5-12.

Sub-atmospheric soil soil :ures on :ures on

(reinforced con- oil 3oil

crete)

NSSS Manufacturer:

Westinghouse

Architect Engineer:

Stone and Webster

2-71/11-77 . 1.2-2 p. 1.2-2 p. 1.2-2 D.1.2-2

1.2-3 p. 1.2-3 1.2-3 1.2-3 p. 2.5-9 p. 3.7-10 Sec. 3.72.5-9

341I
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE TNTFRACTTON

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF G PROFILE DAMPING ON

AND TYPE THICKNESS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH s DAMPING

Flat reinforced Sapro- Not avail- Not available. Not available. North Anna Stick model Fresh and slightly Not available. Not availconcrete mat lite able. Reservoir with soil weathered rock able.

10 ft. thick, soil springs. G=1.0lO 6 psi

deathered

Founded on rock Soils

concrete @ 10 ft. depth 14,000 psi

backfill, i@ 20 ft. depth 19,800 psi

p. 1.2-2 . 2.5- Sec. 2.4. Sec. 3.7

p. 2.5-17 2 1.1 p. 2.5-9 p. 2.5-24

34-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMINXG OAEISSN LOAD COMBINATION ACCEPTANCE CRITERIA

Containment Structural Loading Criteria: & ALLOWABLE' STRESSES

Stress Level Type & Condition Percentage (1.0 + 0.05) D + 1.0 P + 1.0 (T + TL) + 1.5 E AISC Manual

of Struct, Syst. Critical + 10 (T + TL + 10 (DBE) ACI 301-66

or Component Damping (I.0 + 0.05) D + 1.0 P . T + ACI 318-63

1. Low Stress, well a. Steel, reinforced 0.5 to 1 (1.0 + 0.05) D + 1.25 P + (T' +TL') + 1.25 E

3elow proportional concrete; no crackLimit. Stresses be- ing and no slipping

Low 0.25 yield point, at joints.

2. Working stress a. Welded steel,well 2.0

limited to 0.5 reinforced concrete

ield point stress (with only slight

cracking)

b. Bolted steel 5.0

3. At or just below a. Welded steel 5.0

field point b. Reinforced con- 5.0

crete

c. Bolted steel 7.0

Fable 3ý.7.2-1 p. 3.8-87, Table 3.8.2.2-1 p. 3.7-49

3.8-17

34-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAMPING METHOD

OBE/SSE OF

(% criti- QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA

cal damping) ALLOWABLE STRESSES

Piping 0.5/1.0 Analysis and ASME Class 1 Piping: based on Subarticle NB-3650 ANSI B31.7-1969

Testing Class A Components ASME BPVC Sec. III

1) Normal a)P < m S , b) P <1.5 S , -m -- m

c) P (or PL) + P B <- 1.5 Sm

d) P (or P ) + PB + Q < 3.0 S

2) Upset a) P < Sm, b) PL S 1.5 S (SIC) m m i

c) P (or P ) + PB + PB < 1.5 Sm

d) P (or P ) + PB + Q < 3.0 S

3) Faulted i) P < 1.2 S or S whichever is larger, i- m y

AND Pm(or PL) + PB < 1.5 (1.2) S or 1.5 S whichever is

larger

ii) Table 5.2-15

p. 3.7-46,47 . 3.1-101

p. 3.7-23 p. 3.7-22 p. 3.7-30, p. 5.2-46, T 5.2-15 . 3.7-49

34-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA

OBE/SSE OF

QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA & I ALLOWABLE STRESSES

I I

NOT AVAILABLE I Analysis and I NOT AVAILABLE IEEE Standard 344-1971

!testing

I

3.10-13.10-1

3.10-1

34-5

SEISMIC REVIEW TABLE Docket Number

50-269, 270, 287

NAME AND NSSS EARTHQUAKE DATA METHOD OF

TYPE OF 'THE COMBINATION DESIGN SPECTRA

PLANT NO. OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE HOR. VERT. 9OR. INTENSITY VERT. AND ITS SPECTRA

g Hg g _ COMB. I

Oconee Nuclear 0.05 0.03 VI 0.10 0.07 Time history record 3 com- Absolute R-S smooth curve Time-history method.

Station for rock for rock of the N-S, May 1940 ponents: sum with max. acceleraUnit Nos. 1,2,3 foundatio foun- El Centro Earthquake Each hori- tion of .15g @ 2%

dation. was used (vertical zontal damping. Housner.

Reactor type: FWR 0.15 and N-S horizontal combined

for over- components) at 0.01 with the

Containment type: burden sec intervals for the vertical

6 buttresses with foun- first 30 sec of dura- simultaneshallow dome (pre- dation. tion. ously.

stressed concrete)

NSSS Manufacturer:

Babcock & Wilcox

Architect Engineer:

Utility & Bechtel

Plate 11-4

App. 2B

Sec. 1C.3.4.2.1

Unit #i: 11-67/2-73 Sec. 5A. p.5-19 p. iC-4d

Unit #2: 11-67/10-73 Sec. 2.6 Sec. 2.6 Sec. 1C.3.4.2.1 2.2 Sec. iC.3.4.2.2(b)

Unit #3: 11-67/7-74 p. 2-9 p. 2-9 p. iC-4d p. 5A-3 p. iC-4e-4f

35-1
SEISMIC REVIEW 'ABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF GPROFILE DAMPING ON

AND TYPE TRIICKrESS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH aDAMPING

Reinforced con- Sound Not available in Not available in "Design of Stick ,model Not available in FSAR. 2% OBE

crete foundation 0 "0 Rock is FSAR FSAR. Keowee and with soil 5% SSE

slab. C: found at Jocassee springs.

Depth = 81⁄2 feet t, depths of Dam" Refer

thick. 0 k 5-40 feet to PSAR p.

Founded on r4 W 2.4.3 and

bedrock. cc A Question

•0 8.6-PSAR

0 Supp. 1,

0 >, Question 12. 1-PSAR

> ISupp. 4,

W Z Question 12.2-PSAR

0 O• ,4 Supp. 4,

m 4) W Item 11-

s.PSAR Supp. 5

o W D •Item 1-PSAR JC W •Supp. 6.

Refer to PSAR

Refer to 2.4

Sec. 5.1.2.1 $ O Sec. 2.5 and Sec. 2.4.5 Sec. 2.4.4 Sec. 5.1.3.2 Sec. 2.5, and Sec. 2.6 p. 5-12

p. V- Sec 2. and 51p2-8, 2-9

p. 5-2Se. 2.6 p. 2-8 p. 2-8 p. 5-18 p. 2, Fig. 5-10 r- a0 in PSAR co w p. 2-8

_0 ___ n_ PRAR

35-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING

OBE/SSE (% criti- ACCEPTANCE CRITERIA

cal damping) LOAD COMBINATION & ALLOWABLE •STRESSES

Welded carbon and stainless steel y=l/O(l.0D+l.0P+1.0T+E') ACI 318-63

assemblies: 1.0 Y=-/•(I.05D+l.25P+l.0T+l.25E or W) ACI 301

Steel framed structures: 2.0 y=_/•(I.05D+I.5P+I.OT) ASME, PVBC, Sec. III, VIII, IX

y=l/$(1.0D+l.OW +l.0Pi) for tornado forces AMPBSc IVII

Reinforced concrete equipment 

t i

supports: 2.0 Y=required yield strength of structure

D=dead loads

Reinforced concrete frames and P=design accident pressure

buildings: 5.0 T=thermal load

E=seismic load based on design earthquake

Prestressed concrete structures E'=seismic load based on maximum hypothetical earthquake

(i) under design earthquake forces 2.0 W--wind load

(ii) under maximum hypothetical P5=stress due to differential pressure

earthquake 5.0 •=capaclty reduction factor

Sec. 5A.2.2 For further details refer to Sec. 5.1.2.1

p. 5A-3 Sec. 5A.2.2, p. 5A-2 p. 5-4

35-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAMPING METHOD

OBE/SSE OF

(% criti- QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA

cal damping) &ALLOWABLE STRESSES

Vital piping: 0.5 Analytical (A) piping: For piping:

I. Design loads + design earthquake loads Nuclear power piping code

P <i.oS USAS B31.7, Sec. IC.3, m - m p. 1C-3

PL+P b < 1.5S

II. Design loads + maximum hypothetical earthquake loads Mechanical components:

P 1.2S -ASRE, Sec. III for nuclear

m- m vessels.

pL+Pb<_1.2(1.5Sm) -Sm values Table N-421 of

III. Design loads + pipe rupture loads ASME code.

P < 1.2S m - m

P LPb <1.2(].5S )

IV. Design loads + maximum hypothetical earthquake loads

+ pipe rupture loads

P <2/3S m _ u

P 4-P < 2/3Su

P =Primary local membrane stress intensity

Pb=Primarv bending stress intensity

P =Primary general membrane stress intensity Sec. 4.1.2.5.1 m See. 

Sec. 5A.2.2 Sec. IC.3.4. m =Allowahle t membrane stress intensity Sec. 4.1.2.5.2

p. 5A-3 p. iC-4ai Ui p. 4-3

p. 4-4

35-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA

OBE/SSE OF

QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE STRESSES

Not available. Analytical and Not available. NO detailed information

tests. available.

Refer to Table 8.8 for some

seismic considerations.

Table 8.8 p. 8-36

p. 8-36

35-5

SEISMIC REVIEW TABLE * Docket Number

50-219

METHOD OF DSG PCR

NAME AND NSSS EARTHQUAKE DATA COMBNATION DESIGN SPECTRA

TYPE OF THE

PLANT NO. OF

OBE SSE EARTHQUAKE EARTH . MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

ITENSITY TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE CP/OL ISSUE DATE HO. g VERT. g INT MM T OAND g g COMBITS SPECTRA

-- - 0" nnt' ., . . . . . ,.- -, 4 l .1 .- rn e. 

Oyster Creek

Nuclear Power

Station Unit 1

0.11 0.073 VII 0.22 0.147 Not used

Reactor type: BWR

Containment type:

Mark I (steel)

NSSS Manufacturer:

General Electric

Architect Engineer:

Burns & Roe, Inc.

12-64/4-69

A .:

1I oJO 

4,

.,.4 0 5

i 0-

0) 0 ." r II41 ;3 0

€ I •a

o, -

-, 1.4 0 4J

Sect 3.6

o a 0~

-. 0

Amend Vi

Q.0 CI 500

0 0

CH-4 .0

Sect. 3.6

Amend. 11

Q iv-3-l

arlaa Housner spectra useu for analysis of

reactor building,

ventilation stack,

control room, rad-.

waste bldg.

Equivalent static

method for intake

structure,suction

header,spent fuel

pool

Question IV. 2

Amend. 11, Sec.

V-3-1.2, FDSAR,

Sec. 3.5.1

spectra:

Seismic Design

OcUrves for FWCI

piping and equipment.

p. 5-11, 12

Amend. 38

Sec. V.3 Sec. V.

p. V-3-5. p. V-3

-5

Sec. V.3

p. V-3-1

Sec. V.3

p. V-3-5

Amend. 11

Quest.

IV-2-1

*Information from BNL Docket search and SEPB Report "Seismic Review of

Oyster Creek Nuclear Power Plant for SEP", Phase I Report.

36-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF Go PROFILE DAMPING ON

AND TYPE THICKNESS V PROFILE TABLE MODELLING OF SOIL MODAL ITS DEPTH sDAMPING

Not available Wells are 60 to 7( Not avail- Rocking mode Not available Noe available Not

mat foundation Fine to ft. or more in able analyzed available

Grade: + 23 ft medium 17 ft.depth. separately in texture seismic analys-s

MSL sand of of reactor and

Foundation: -11 ft med. den ity MSL control room/ turbine

MSL alternat ng 17 ft building.

layers 0 Using a torclay,sil and fine sional spring

sand to represent

dense sald, the foundamed. to 65 ft. tion flexioarse bility.

ture

Layers of

lay,silt 8 ft.

,nd fine

sand

lense fina

to coarse

and below

Sec. 11.4,

Sec. Sec.

Sec. 11.5.2 145.2 1.5.2 P 11-4-1 _______________________________ _____________ ____________________________________________________________ ______________ _______________________ _________________

36-2
SEISMIC REVTEW TABLE

-STRUCTURES

DESIGN CRITERIA

DAMPING

OBE/SSE (crt-LOAD COMBINATION ACVEPTANCE CRITERIA

(% crit- dam & ALLOWABLE STRESSES

cal damping)___________________________________

Concrete

Reinforced concrete R Inrrete

structures (reactor building) 10.0 Reactor building., Control Room., Battery Room., Intake Structure.* Reinforcing Steel Max. Allowabl

1. DL + LL + OL + E (0.llg) Max. Tension Compression

steel frame structures 2.0 2. DL + LL + OL + W 1. 0.5 F 0.45 f c

3. DL + LL + OL + E'(0.22g) 2. 0.667 F 0.60 f-c

welded assemblies 1.0 .3. 0.90 F y 0.90 f c

bolted and riveted assemblies 2.0 Reactor Concrete Pedestel**

1. DL + equipment + jet load + temperature + OBE .1. 0.25 F 0.133 fc,

reinforced concrete stack 5.0 2. DL + equipment + jet load + temperature + SSE 2. 0.25 Fy (bending)

y 0.267 fc

(bending)

Drywell Concrete Shield***

1. DL + LL + over pressure + max. temp. + OBE 1. 0.50 F y0.45 f'c

2. DL + LL + over pressure + max. temp. + SSE 2, 0,50 F 0.45 fc

3. DL + LL + max. temp. + OBE + jet force .7 c 3. 0.667 F y0.60 f-c

Sec. V.3, p.

Table V-3-1

*Table V-3Z3, Table I-A-4, Amend. 22

**Table 1-A-2, Amend. 22

***Table l-A-l, Amend. 22

36-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAMPING METHOD

OBE/SSE (% criti- OF ACCEPTANCE CRITERIA

cal damping) QUALIFICATION LOAD COMBINATION & ALLOWABLE STRESSES

1. Bolted and riveted

assemblies

2. Welded assemblies

3. Vital piping

2.0

1.0

0.5

Mot available Class I piping* Thermal

MOL + SL

MOL + 2(SL)

Allowable stress SA

Sh

Safe shutdown can be

See~load Supplement combinations 6, Amend. 68, and

Appendix 6.

MOL = Max. operating loads achieved

SL Seismic loads due to OBE

SA f(l.25 Sc + 0.25 SH)

f = stress range reduction factor

SS H = a-lowable stress, ASA B31.1

Reactor vessel supports*

Seismic Normal AISC allowables

Seismic + jet 150% of normal AISC

allowables 2(seismic) 150% of normal AISC

allowables

Primary containment **

DL + operating + LOCA + E ASM Sec. VIII

Code case i272N-5

Table V-3-1

Sec. V.3 p. V-3-2

DL + operating + LOCA + E'

* Ques. IV. 1, Amend. 11

** Table V-3-2, Sec. 3.8.1

_____________________________________________ J _________________ .r a

36-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA

OBE/SSE OF

(% Critical QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA &

damping) ALLOWABLE CTRESSES

Not available Not available Quoted from answer to Question IV.l, Amend 11

"The control room panels and auxiliary racks are usually

shipped assembled and therefore these units must be designed

for normal shipping shock which is in the order of several g's

acceleration. Certain components are removed and padded to reduce vibration effect and excessive acceleration. In all cases,

however; the design analysis is made of the panels and instruments. All relays in safety circuits are energized; and since

they are capable of closing against l.Og, they can certainly

maintain contact during an acceleration of 0.22g."

Question IV.l, Amend. 11

36-5

SEISMIC REVIEW TABLE Docket Number

50-255

NAME AND NSSS EARTHQUAKE DATA METHOD OF

TYPE OF THE COMBINATION DESIGN SPECTRA

PLANT NO, OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE HOR. VERT. INTENSITY HOR. VERT. AND ITS SPECTRA

g a g g 9 COMB. I I

Palisades Nuclear 0.10 0.067 VII 0.20 0.13 Containment design .aximum SRSS - Housner design E .

Generating Plant Housner spectra. For horizontal response spectrum r oc 0

Unit 1 floor response spec- component spectra .,o U W1-0 w -)

tra generation and with ver- method -_ j V • I

Reactor type: PWR for equipment and tical com- for a Z r piping the 1952 TAFT ponent structural U r -o ca

Containment type: earthquake was used, simul- modes and * . a z

bhose R-S envelops taneously. piping. a a _ a u•

6 butresss wit wri0 E 00'ý

shallowbdome the Housner spectra. cN J n oC_ > c4

(prestressed con- - n 4o L- 114

crete) & E • o

NSSS Manufacturer: o.4 = 0

Combustion 0 w u c V 0

Engineering C A CL

$4 Q r- > (n•

Architect Engineer: M 0 0 u.

Bechtel W 0 W =)

0. j4. -0

to ca a 0 o V-4 .L 0 

!. e, a ,• -4 H 0

a) 0 u - ,

ec. A.2 Sec. A.2 Question 5.13a - L, Ic3-67/3-71 p. 2-16 ýec. A.2 U L -4 a) co A-7 p. 2-16 A-7 p. A-7 p. 5.13-1 Ea a -> .

A-7 p. 2-1 ý-j 3 r_ -

*Information obtained from BNL Docket search and SEPB Report, "Seismic Review of Palisades NPP Unit No. 1".

37-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF Gs PROFILE DAMPING ON

TYPE V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH HICKNESS a DAMPING

Reinforced o 5400 fps0 10 ft. from ground Not avail- • Not available Not available Not available con- I Sý 0 "-•,

crete slab rz for lake surface able

8 1/2 to 13 ft. o' C . 0 4 deposits thick .- 4.I• " * "'.

thc &j w 6700 fps H Q 0 01.- aU LO 3 U for glacial til -,4 <

*z > 0> 

o~0~10,000 fps o>

40 W for bedrock 0-4

.05.0 0

.4 .0

0'.-''- 0 o- e• 4 •0 M0-4 •U

o ;" ="X • "Sc 241s, 0•-'

Q 0 ooo p -,

p.52o,.-0 • 00p.5102

j 0 0 C (n Q) j U .00

co- 0 ~0-0

0~ -4M

-44

o-0 ) -4 >4-

~- w j- 0

W1-0- -zS c . . , -1 : 7

Sec.~~~~2 5.1. 0 p 4 -4Wp. 5-2 0 M'-. p. . 5.10-21

Sec. 2.3.1

p. 2-10 to p. 2-11

** Type and thickness of bearing information are presented together.

37-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING "CPEPTANCE CRITERIA OBE/SSE (% criti- LOAD COMBINATION

cal damping) & ALLOWABLE' STRESSES

1. Welded steel framed structures 2.0/2.0 inal design (SSE) for Class I structures except the containment she 1

11. Y = 1/4 (l.25D + l.0R + 1.25E)

2. Bolted steel framed structures 2.0/2.0 2. Y * 1/4 (1.25D + 1.25H + 1.25E) ACT 318-6 Cod es 3. Y 1/4 (1.25D + 1.25H + 1,25E) Utlinate strength design

3. Reinforced concrete: struc- (0.9 D is used wheredead load subtracts from critical stress

tures on soil including struc- in the above two equations)

tural damping 5.0/7.5 4. Y - 1/4 ( l.OD + 1.0 R + l.OEI)

5. Y = 1/4 (l.OD + 1.0H + I.OE')

4. Prestressed concrete: con- containmen structure

tainment structure on soil a(I.05D + 1.5P + 1.0 T + l.OF)

including structural b) Y - 1/4 (l.05D + 1.25P + 1.0TA + 1.25H + 1.25E + l.OF)

damping 4.0/7.5 c) Y - 1/4 (1.05D + 1.25H + 1.oRA+ l.OF + 1.25E + l.0To) d) Y 1/4 (1.05D + 1.OF + 1.25H + 1.25W + 1.0 T )

e) Y -1/ (1.01) + 1.OP + I.OT + 1.0H + 1.0E- +°1.0T ) Sec. B.1.6

f) Y = 1/4 (I.0D + 1.0H + I.ORA+ l.OEA + 1.OF + 1.0 TO) p. B-5, Appendix B

Containment Working

Required yield strength of the structures Stress:

D = Dead load of structure and equipment + any other permanent l1ads

contributing stress, such as soil or hydrostatic loads a. D + L + F + T

R = Force or pressure on structure due to rupture of any one pip b. D + L + F + T + E

H = Force on structure due to thermal expansion of pipes under A

operating conditions. (or W)

E = Design seismic load for Class I structures

EA = Maximum seismic'.load for Class I structures c. P' = 1.15P

W = Wind load for Class I structures, tornado load for containm et FSAR App. B.1

Sec. A.2, p. A-8, Appendix A 4 = Capacity reduction factor (Defined in B.1.7)

' P = Design accident pressure loads

F

T

T0

TA

Effective prestress loads

Thermal loads due to temperature gradient through wall during operating conditions

Thermal loads due to temperature gradient through the wall and expansion 37-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DAMPING METHOD DESIGN CRITERIA

OBE/SSE OF a criti- QUALIFICATIONO ACCEPTANCE CRITERIA

cal damping) QLOAD COMBINATION & ALLOWABLE STRESSES

Critical reactor vessel internal structural PL' Pm, Sm, S are defined in

1) Welded steel plate Analytical 1. Design loading + design earthquake forces Pm Stm he ASME Boiler and Pressure

assemblies 1.0/1.0 method PB + PL 1.5 S Vessel Codes, Section III,

-_Article 4.

2) Concrete equipment DC control 2. Normal operating loadings + hypothetical

supports on a- centers earthquake forces P_2_Pm D __SS 

nother structures 2.0/2.0 250V-test P ' 1.5 [i-( 5')I] B A D ASA B31.1

3) Steel piping 0.5/0.5 3. Normal operating loadings + hypothetical p m SL "USA Standard Code for pressure

earthquake forces + pipe rupture loadimgs L piping power piping."

PB 1 1.5 [1-(S!L)2 SL Piping: FSAR App. A

L

Su Minimum tensil strength of material at temperature Q.5.12, Q.5. 7

SL =S + (1/3) (S - S ) Sec. 3.2

SD= Dhsign stressu= 1. S p. 3.6

Class 1 systems and equipment design (including piping)

1. MOL + PTT + SL 1. Applicable code allowable stress

2. MOL + MTT + SL 2. Minimum yield stress at temperature

3. MOL + MTT + 2SL 3. Minimum yield stress at temperature may be exceed but limited to

no more than + 10%

Sec. A.2 Question 5.8 MOL = Maximum normal operating load including design pressure, d sign temperature + piping

Appendix A p. 5.8-3 and support reactions

PTT = Normal planned thermal transients associated with expected plant normal operating

transients such as start-up, shutdown and load swinRs II

MTT = Maximum thermal transients in the sys ems functioninE lnur 1so a u eneency conditi ns such as full power reactor trip turnine genera tor rip, 0 tauxi ary power ano

the DBA 37-4

SL = Design seismic load resulting from a seismic ground surface acceleration of 0.lg

2SL = Hypothetical seismic load resulting from a seismic ground surface acceleration of 0.2g
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA

OBE/SSE OF

QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE MTRESSES

Not available Not available Not available Not available

37-5

SEISMIC REVIEW TABLE Docket Number 50-277, 278

NAME AND NSSS

TYPE OF THE

PLANT

CP/OL ISSUE DATE

EARTHQUAKE DATA METHOD OF COMBINATION DESIGN SPECTRA

I r 1 1

EARTHQUAKE

TIME HISTORY

NO. OF

EARTH.

cOmp.

USED

AND ITS

MODAL

COMB.

TYPE OF GROUND

DESIGN SPECTRA

METHOD OF

GENERATION OF

FLOOR RESPONSE

SPECTRA

__ __ __ _ __ _ I_ . 4.O 

Peach Bottom Atomic

Power Station,

Unit 2 and 3

Reactor type: BWR

Containment type:

Mark I (steel)

NSSS Manufacturer:

General Electric

Architect Engineer:

Bechtel

Unit 2:1-68/8-73

Unit 3:.1-68/7-74

Synthetic timehistory.

2 components

H+V

simultaneous

p. C.4-1

lec. C.2.2

ec. C.3.3

Absolute

sum

(Response

spectrum

analysis)

Time-history

Housner

OBE: Fig. C.3.1

SSE: Fig. C.3.2

Max. acceleration 0.15g @ 2%

damping

p. C.3-2,

Time-history

method using an

earthquake timehistory whose raw

spectrum response

curve is greater

than or equal to

the site design

response spectrum

curve.

Sec. C.3.3

p. C.3-3

p.C.2-1 p.C.2-2

Sec. 2.5.

3.1.1,

p.2.5-12 .C.2-2 p.C.2-2

Sec. C.3,3

p. C.3-3 ______________________ I

38-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

AND WATER DAM OF GB PROFILE DAMPING ON

TYPE THICKNESs V PROFILE TABLE MODELLING OF SOIL MODAL ITS DEPTH DAIN DAMPING

,lass I structures: Residual 0 to40 Not available Varies from 12 to Site is 9 Fig. C.3.3 Not available Not available aot availSpread or mat soils. ft. be- 15 ft. near and miles above indicates able

oundation on fres low sur- upstream. Conowingo fixed

aock face. Dam; 6 miles base stick

?eters Creek SchisA.Weathercd 25 to below Holt- model.

epth: Not avail- 65 ft. wood Dam

blePeters in thick Reaches 100 ft.

ble Creek

Crist ness. one mile downuxiliary building stream.

teel H bearing

)ile foundation. Fresh 5 to 80

Peters ft. beCreek low surSchist. face.

2.7-3, p. 2.7.4 p. 2.5- p.2.5- p. 2.5-10 p. 2.5-10 p. C.3.3

14 14

38-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING

OtE/SSB (% criti- LOAD COMBINATION ACCEPTANCE CRITERIA

cal damping) & ALLOWABLE' STRESSES

'" AISC for structural steel

Reinforced concrete strutures 2.0/5.0 1. D + E AC for ructura ee ACt 318-63 for reinforced

Steel framed structures 2.0/5.0 2. D + E' concrete

eld steel assemblies 1.0/2.0 D + W aximum allowable stresses

4. D + W' Steel - .9 yield strength

ited and riveted assemblies 2.0/5.0 5. D + E + T Concrete - .85 compressive strength

6. D + E- + T Reinforcement- .9 yield

7. D + F strength

where D = Dead load E' = DBE

W = Wind load T = Thermal

W= Tornado load F = Flood See Codes on p. C.2-8.

E = OBE

p. c.2-6

C.2-2 p. C.2-7 

For further p.C.2-6 reference, refer Appendix C

38-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DAMPING METHOD DESIGN CRITERIA

OBE/SSE (% criti- OF cal damping) QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA

& ALLOWABLE STRESSES

Welded steel assemblies 1.0/2.0 Analysis and Normal and upset: Reactor Vessel

tests I l .+pesr

Bolted and riveted assemblies 2.0/5.0 .D.W. + pressure ASME BPVC III

2. D. W. + pressure + OBE Piping

Seismic Class I Piping System 0.5/0.5 3. D. W. + pressure + thermal USAS B 31.1.0

4. D. W. + pressure + OBE + thermal

Emergency:

i. D. W. + DBE

Faulted:

1. D. W. + DBE + Jet reaction forces

Table C.5.6

p. C.2-2 For further details refer to TAble C.5.6, Table C.5.7 Table C.5.6

p. C.5-1 Table C.5.7

38-4
SEISMIC REVIEW TABLE

38-5

SEISMIC REVIEW TABLE Docket Number

50-293

EARTHQUAKE DATA METHOD OF DESIGN SPECTRA

NAME AND NSSS COMBINATION T'IPE OF flE

PLANT N0. OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE HOR. VERT. INTENSITY HOR. VERT. AND ITS SPECTRA £ 9 $ 9 9 CO9B.

Pilgrim Nuclear 0.08 0.053 VII 0.15 0.10 Taft Earthquake, iorizontal For Time-history

Power Station Unit July 21, 1952 nor- :omponent piping method using Taft

No. 1 malized to 0.08g and and verti- system: record. Then each

0.15g ground acceler-zal com- curve was compared

Reactor type: BWR ate was used for com- onent wer4 SRSS to the ground reputer analysis and acting For sponse spectrum and

Containment type: results compared a- 3imultane- struct: corrected to fall

Reinforced Concret gainst those from )usly. below the ground

smothed response not a- spectrum curve.

NSSS Manufacturer: spectra method. vailable.

General Electric

Architect Engineer:

Bechtel

App. C, App. C,

Sec. Sec. C.2.2 Sec. Sec. App. C, Sec. Fig. 2.5-5 Sec. 12.2.3.5.2,

2.5.3.2 p. C.O-I 2.5.3.2 2.5.3.2 qec. Sec. 12.2.3.5.2 Comment C.3.3 Fig. 2.5-6 p. 12.2-6

8-68/6-72 p. 2.5-6 p. 2.5-6 p. 2.5-6 C.2.2 p. 12.2-5 12.2.4 p. C.0-7 Comment: 12.2.2

___ ____ __ __ ___ __ ___ _____ C.0- __ _ _ _ _ _ _ _ _ p. 2-26 _ __ _ _ n-___ 2-22__ _ __ __

39-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIM[TATION FOUNDATIONTO__MATERALLMITATON FOUNDATION WATER DAM OF G8 PROFILE DAMPING ON

I ND TYPE THICKNES! V PROFILE TABLE MODELLING OF SOIL MODAL ITS DEPTH DAMPING

Heavily rein- • Not available. Ground water table Not avail- Stick model Not available. Not available Not availforced concrete • o ' generally follows able. with soil able.

mat 8 ft. depth ,• the site topo- springs.

w , = ~graphy. i.e., 01W CL moderately steep

0• • round water gra-

"ients are present

with flow toward

>' a . Cape Cod Bay. ' ,4 cc A O

M ý4 Go 0 0 a Q •ater level is a0 0 obout 2 1/2 to 5 ft.

0 from surface

= 0 • (gathered from

U 0 W S boring logs).

04-4 *a

0 0 

0 aCJ- -4

0 10

0 0

0 0 0W Sec. 12.2.2.1, • " " • Sec.

p.1.- o "• • Sec. 2.4.1.3.2,

a 0 p. 2.4-1 12.2 -5 - _____ ___________ _______ p. 12,2-5

Sec. 2.5.2.4.2

and Sec. 2.5.2.4.3

p. 2.5-4

39-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING (% critiOBE/SSE cal damping) LOAD COMBINATION ACCEPTANCE CRITERIA

& ALLOWABLE'STRESSES

Reinforced concrete building 5.0/7.5 1. Dead load + OBE. 1. Stresses according

AISC. and ACI Codes.

Internal concrete structures

and equipment supports 2.0/3.0 2. Dead load + wind loading. 2. Maximum allowable stress

increased 1/3 above norSteel frame structures 2.0/5.0 mal code-allowable stress.

Bolted steel assemblies 2.0/5.0 3. Dead load + jet forces and pressure and temperature

transient with rupture of single pipe + OBE. 3. Normal code-allowable

Welded assemblies 1.0/2.0 stress.

4. Dead load + R + SSE 4. Steel - 15% of AISC Code

allowable stress concrete

-0.75 f'c where "working

stress design" method is

used. Reinforcement =

0.9 f when "ultimate

R= Jet forces and pressure and temperature transient with strength design" method is

rupture of single pipe. used. Load factor of 9.0

is used with appropiate

reduction factor as in

ACI-318-63.

TableDetails: See C.2.3, App. C, p. C.0-2 Details: See C.2.3, App. C,

p. C.0-2

39-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAMPING METHOD OBE/SSE OF

QULFCTO OT LA ACCEPTANCE CRITERIA QUALIFICATION LOAD COMBINATION & ALLOWABLE STRESSES

Class I Piping System 0.5/1.0 Both analyti- Load combinations are presented as tables. Per ASME Code. ASME BPVC Section III

cal and empirical (testing)

Drywell membrane stresses:

D + R + E stress intensities are defined per code

D + R + flood paragraph N-413 and their limits as per

code N-413.

App. C, C.3.1, Table C-9

Table 12.2.3, p. 12.2-6 p. C.0-5 Table C-20 Sec. C.3.4, App. C, p. C.0-7

Table 12.2.3-2

39-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMKENT

DESIGN CRITERIA

LOAD COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE STRESSES

Not available Not available Not available Not available

39-5

SEISMIC REVIEW TABLE Docket Numb3 r

50-266, 301

NAME AND NSSS EARTHQUAKE DATA METHOD OF DESIGN SPECTRA

TYPE OF THE COMBINATION

PLANT NO. OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE HOR. VERT. INTENSITY ROR. VERT. AND ITS SPECTRA

8 9COQ'•. 8 8_8 __M

Point Beach Nuclear 0.06 0.04 NOT 0.18 0.08 NOT AVAILABLE Horizontal SRSS Housner Spectra Olympia, WashingPlant AVAILABLE & ton

Unit No. I & 2 Vertical N80E on April 13,

Romponents 1949 Earthquake

Reactor type: PWR Combined normalized to .06g

Simultan- was used for this

Containment type: eously analysis.

6 buttresses with

shallow dome

(prestressed concrete)

NSSS Manufacturer:

'Westinghouse

Architect .Engineer:

Bechtel

Q. 5.2

Unit 1: 7-67/10-70 3ec. 5.1 Sec. 5.1 kppend. A ec. 5.1.2., p. 5.2-2 Append. A.

Unit 2: 7-68/11-71 3. 5.1-41 1 1p. 5.1-41 1. A-3 p. 5.1-52 Fig. A-i & A-2 p. A-18

40-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF GC PROFILE DAMPING ON

AND TYPE THICKNESS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH a DAMPING

For containment )verburded NOT AVAILABLE "The potable water NOT Structure: NOT AVAILABLE OBE/SSE: NOT

building: 3oils: 70 ft. for use at the AVAILABLE Stick Model 5.0/5.0 AVAILABLE

;ilty cla , to Point Beach Plant Soil: of damping

Reinforced con- 3ilty san1 ,100 ft. is drawn from a 257 Cantilever factors.

crete foundation and, gra ft. deep well." Beam assumptio

slab which is el, cob- indicates fixe

supported by les and base modelling

steel H-piles oulders

edrock:

Depth is not iagara NOT

available olomite

he bed- AVAILock as a ABLE

hole consists of

dolomite!

limestonis

and sandstones.

Sec. 1.2

p. 1.2-2

Sec., 2.11.4 ec. 2.9 3 Sec. 2.6 Q.5.15 ppend. A

p.22.11-3 p. 2.6-10 p.Q5.15- 6 . A-5

40-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING

OBE/SSE critical damping) LOAD COMBINATION ACCEPTANCE CRITERIA

& ALLOWABLE' STRESSES

For Containment Structures: For ConcreteStructures of the

a) Y = 1/ý (1.05D + l. 5 p + 1.OTA + 1.OF) Reactor Containment:

Welded Steel FramedStructures 2.0/2.0 b) Y = 1/k (1.05D + 1.25p + 1.OTA + 1.25H = 1.25E + 1.OF) ACI-318-63.

Bolted Steel Framed Structures 2.5/5.0 c) Y = 1/4 (1.05D + 1.25H + 1.OR + 1.OF + 1.25E + 1.OTo) For further details refer to Sec.

Reinforced Concrete Structures on Soils 5.0/7.5 d) Y = 1/€ (1.05D + 1.OF + 1.25H + L.OW + 1.OTo)

Prestressed Concrete Containment e) Y = 1/k (I.OD + l.Op + I.OTA + 1.OH + 1.OE' + 1.OF) 5.1 p. 5.18

Structures on Piles 2.0/5.0 f) Y = 1/k (1.OD + 1.OH + 1.OR + I.OE' + 1.OF + l.OTo)

Note: 0.95D is used instead of 1.05D where dead load subtracts

critical stress.

Append. A Sec. 5.1

p. A-5 p. 5.1-26 Sec. 5.1

Table A.1-1 p. 5.1-2

40-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAMPING METHOD OBE/SSE OF " ACCEPTANCE CRITERIA

(% critical QUALIFICATION LOAD COMBINATION & ALLOWABLE STRESSES

damping) Prpsgurp VPeQPe Piping

Interior Concrete Equip. Analytical Normal Conditions (a) P < S or pressure piping:

Supports 2.0/2.( &(bP(oP)+<1S m m ASME BPVC, USAS B31.3

Vital Piping Systems 0.5/0.5 Testing (b) Pm(or P )+PB.S BL m

Welded Steel Plate Assemblies 1.0/2.0 (c) P m(or P L)+P B+Q<3.0S m P <S For reactor vessel:

Upset Conditions (a) P < S mSME Sec. III, Class A

(Normal + OBE) (b) Pm (or P L)+PB <1.5Sm

(c) Pm(or PL)+PB+Q<3.OS m P< 1.2S

Emergency Conditions(a) P m-- <1.2S m or P m--y <S

whichever is larger

(b) P (or P L)+PB <1.5 (1.2Sm )or P< 1.2S

P (or P )+PB<1.5 (S

m L B- y

whichever is larger

Faulted Conditions Design Limit Curves of

WCAP-5890, Rev. 1 as Same as

(Normal + DBE, Modified by Note 1 of Pressure

ppend. A Normal + DBA, This Appendix Vessel

3. A-3 Normal + DBE + DBA')

& Pppend. A

Append. A p.p5 lol. c 2 51m P = = Primary Primary general local membrane membrane stress stress intensity intensity ;ec. . A-34 p. A-5 ,ec. 5.1 p L =Primary bending stress intensity rable 4.-

Table A.1-1 i. 5.1-41 IQB = =Secondary Primary stress stress intensity__________________ intensity able 4.1-9

S

SY

= Stress intensity from ASME BPVC III Code DBA' = Steady-state Portion of Design Basis Accident

= Minimum specified material yield A ^ 1I 1. A V1 ,, Appen . A, Iab e A. - 4V--4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA OBE/SSE O UAFCATON O CACCEPTANCE 

QUALIFICATION LOAD CRITERIA & COMBINATION ALLOWABLE MTRESSES

NOT AVAILABLE Testing as NOT AVAILABLE NOT AVAILABLE

per WCAP 7397-

Q.5.2

p. 5.2-2

40-5

SEISMUC REVIEW TABLE Docket Number

50-282,306

METHOD OF DSG PCR

NAME AND NSSS EARTHQUAKE DATA COMBINATION DESIGN SPECTRA

TYPE OF THE COMBINATION

PLANT NO, OF

OBE SSE EARTHQUAKE EARTII. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE HOR. VERT. INTENSITY HOR. VERT. AND ITS SPECTRA

g g g _ COMB.,

Prairie Island 0.06 0.04 VI 0.12 0.08 Synthetic time- 12 com- SRSS Hlousner Time history method.

Nuclear Generating history Iponents cmbined For details refer

Plant Unit I and 2 cminearly to John A. Blume

Reactor Type: PWR Reacor Tpe: WRApp. JAB-PS-02 B, report, JAB-PS-04.

Containment Type: Aohn Blume

Dry ContainmentCylindrical (Steel)

NSSS Manufacturer:

Westinghouse

Architect Engineer:

Pioneer

App. B

Sec. Sec. Sec. B.6.

Sec. Sec. 2.10.2 .2.1 B. 6-7 B.6-9 3(i) App. A. App. B

Unit #1: 6-68/8-73 2.10.2 5.2.1 p. 2.10 . 5.2 App. A-1 B.6-6 iPlate 4.5,4.6 Sec. B6.3

Unit #2: 6-68/1074 p. 2.10-2p. 5.2-6 -2 6 p. 4.11. p. B.6-10 p.B.6-6 to B.6-7

41-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF G PROFILE DAMPING ON

AND TYPE THICKNESS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH DAMPING

Plant grade is atDverbur- Struc- Elv. 470 Ground water table Lock and Stick model Not available. 5% of critical Not availEly. 693.5 den tures arc 0-20 ft/sec is 5 ft to 20 ft of dam number with soil damping. able.

materials founded loose the ground surface 2 is 17 springs.

1. Mat foundatiorare on sand of the site and miles upat Ely. 674 ermeable densified Elv 2150 slope southwest stream of

andy sandy 20-50 ft/sec from the Misoippi plant site.

App. A-i, p. 5.1 luvial Alluvial 205 River toward It is 3250

oils soils of med Vermillion 1,iver. ft long

Because of prob- rom 158 to dike, 2

lem with lique- lacial 185 feet Ely. 2860 single-lift

faction of soils utwash 50-180 ft/sec locks with

above Ely. 645 nd very chambers

due to ground ecent dense llO'x600' and ll0'x

acceleration, iver Elv. 5020 500'; and a

the soil above eposits. 180-410' ft/sec spillway

Ely. 645 is den- he bed- Sandstone section ol

sified to a min- ock is

imum relative andstone 20-30 ft.

density of 85%. f Franonia

ormatior

f < 180 Amend. 22

For further eet in App. A Sec. 2.7.3 App. B Amend. 12

details refer to hickness. Sec. 4 Sec. 2.7.i p. 2.7-3C Soc. 16. App. b

App. Al, Sec. 5 Sec. 2. 9.4 Plate 4.1 p. 2.7-1 p. 3.6-6 Table B.6-5

p. 2.9- &2.9-5

41-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING

OBE/SSE

I CET1CECIEI (/ critical damping) LOAD COMBINATION ACCEPTANCE CRITERIA & ALLOWABLE' TRESSES

Reactor building containment vessel:

Reactor building shield structure:

Reactor building internal concrete

construction:

Steel framed structures:

Reinforced concrete construction:

1.0/1.o

2.0/2.0

5.0/5.0

2.0/2.0

2.0/2.0

L. C.

Normal operating

OBE

DBE

Tornado

Other

Class 1

D + L + (W or S)

D + L + DBA + greater of the OBE +

(W or S)

D + L + S + DBA + DBE

D + L + tornado + tornado missiles

Jet forces, rupture loads, flood

whereever applicable

R/C ACI 318-63

It

Steel

AISC

1 1/2 times ACI 318-63 1 1/2 AISC

f = 0.85 f - f = 0 c c s

f = 0.9 F s y

.9 F

Y

Amend. 12 (11-15-71)

App. B

Table B.6-5

For details refer to

App. B, Sec. B.6.1, p. B.6-1 and

Table B.6-1.

App. B Sec. B. 3

p. B.3-1

41-3.
SEiSMiC REVEtW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA DAMPING

OBE/SSE

(% critical danping) LOAD COMBINATION ACCEPTANCE CRITERIA

&.4LLOWABLE STRESSES IPiping systems:

Mechanical equipment:

0.5/0.5

2.0/2.0

Analytical

and

testing.

App. B

Sec. B.7(i)

p. B.7-9

p. B. 7-14

1. Normal condition

(D.L. thermal and

pressure)

2. Upset condition

(normal and OBE)

3. Emergency condition

4. Faulted condition

(Normal+DBE+pipe

rupture)

Vessel

m m

(b) P (or P Li+P B1.5S

m L B -- m

Piping

P<S

P l.2S

ASIE, BPVC, Section III

ANSI B31.1, 1967

(App. B., Table B.7-3)

p. 5.2-11

App. B Table B.7-3 (a)

(b)

(c)

P 'S m • m

P (or PL)+ < 1. 5S

Pr(or PL)+PB+Q <3.OS

(a) P '1.2S or S m-- m y

whichever is larger P <1.5(1.2S)

(b) Pm (or P L)+PB <1.5(1.2S )

or 1.5S whichever is

larger Y

(a) P <1.5S or 1.2S m-- m y

whichever is larger P <S or

(b) P (or P L)+PB <_2.25S or -y 1.8S

1.875S whichever is larger Y

LOAD COMBINATION(cont.)

Pm=Primary general membrane

stress intensity

PL=Primary local membrane stress

intensity

PB=Primary bending stress

intensity

Q =Secondary stress intensity

S =Allowable stress intensity

m value from ASME, BPVC

S =Maximum specified material

Y yield strength Amend. 24

(10-6-72) Table 5.2-1

P =Stress

S =Allowable stress from ANSI

B31.1 code for power pipin b 6 7

Amend. 12 (11-15-71)

App. B

Table B.6-5

S =Minimum specified yield strength (ASME, BPVC Code, Sec. III)

yAmend. Ii, App. B., Table B.7-2 and Table B.7-3

- _________________________________________ I

App. B, Table B.7-3.

p. 5.2-11

41-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA

OBE/SSE OF

QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE STRESSES

Not available. Not available. Not available. Not available.

41-5

SEISMIC REVIEW TABILE Docket Number

50-254, 265

METHOD OF DSG PCR

NAME AND NSSS EARTHQUAKE DATA COMBINATION DESIGN SPECTRA

TYPE OF 1HE

PLANT NO. OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE HOR. VERT. INTENSITY HOR. VERT. AND ITS SPECTRA

g g g _ __ COMB.

Quad - Cities 0.12 0.08 VII 0.24 0.16 South-East component Horizon- SRSS Ground response

of San Francisco tal and spectra for the Normalized Unit 1 and 2 Golden Gate 1952 vertical Golden Gate Park Golden Gate 1952

earthquake normalized component earthquake as well earthquake was

Reactor type: BWR to a maximum ground combined as the Housner used for the Time

acceleration. simulta- spectra. History Method.

Containment type: neously.

Mark I(Steel)

NSSS Manufacturer:

General Electric

Architect Engineer:

Sargent & Lundy,

Engineers

Sec. 2.6 Sec. Sec. Sec. 2.6 Sec. Append. C Sec. Sec. Amend. 13, Sec. 12, Sec. 12, Amend.13

Unit 1: 2-67/9-71 p. 2.6-1 12.1.1.3 12.1.1.3 p. 2.6-1 12.1.I .' p. E-1 12.1.2 2.1.2 p. 12.1-1, p. 12.3-8

2.6-1 p.12.1- pp. p. 1 2 . 1 - 9 .12.1-9 Fig. 12.1-1

Unit 2: 2-67/3-72 p. 12.1-6 p .- . 2 l

42-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF G. PROFILE DAM4PING ON

.AND TYPE THICKNESE V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH a DAMPING

Zone 1:

Reactor building: (above E1 Turbine Room Not available. This site Structure: 300,000 psi to 1,500,000 Not available. Not aReinforced con- 530) con- 0 to 20 No. 1. is about Stick Model psi vailable.

crete foundation, tains bot ft. Middle Grout Zone midway be- Soil:

297d zones f by000 9c tween Lock Fig. 12.1.6 good & p0 r 8,000 to 9,000 and Dan No. hw ie 297 ft.-O by zones muci fps. 14and DamNo shows fixed

150 ft. -0 f bad ro k above Upper Soft base assumpaas been Zone 5,500 to Mississipp tion.

xxcavated - - - - 7,500 fps. Uper River.

one 2: Soft Zone 3,900

(El 530-5)0)

rrimarily to 5,100 fps.

oodrrock 30 ft. Good Rock Zone

one 3: 8,000 fps.

(El 500-4 5) Lower Soft Zone

0oth good 25 ft. 4,700 to 6,200

poor fps. below Deep

ones. Soft Zone 6,000

one 4: fps.

0Below El 50 ft.

75)

rrimarily

o od rock

Sec. 12.1.2.1 end. 15 Amend. 15, p. 6 Sec. 2.4, Sec. 12.1.2, Amend. 15, 1 of 2

p. 12.1-7 . 13 p. 2.4-1 p. 12.1-8 and

able 4 p. 12.1-9

42-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING

OBE/SSE (% criti- LOAD COMBINATION ACCEPTANCE CRITERIA

cal damping) & ALLOWABLE' STRESSES

Reinforced concrete structure 5.0 Primary containment (including penetrations) = AISC - For structure steel

a) D + P + H + T + E ACI - 318 -63

Steel frame structure 

2.0 b) D + P + H + T + E

b) D + P + H + T + E"

Welded assemblies 1.0 c) D + P + H + T E'

Class I structure =

Bolted and riveted assemblies 2.0

*(For both O.B.E and D.B.E.) D + R + E

D + R + E'

D+L

D = Dead load; L = Wind live load

P = Pressure due to loss-of-coolant accident

R = Jet force or pressure on structure due to rupture

of any one pipe

H = Force on structure due to thermal expansion of pipes

under operating conditions

T = Thermal loads on containment, reactor vessel, and internals

due to loss-of-coolant accident.

E = Design earthquake load, ground horizontal g = 0.12,

Sec. 12.1.1.3, Table 12.1.1, p. 12.1-6 vertical g = 0.68 Amend. 13, Sec. 12, p. 12.13-1

and. 1e1, p.24 E' = Maximum earthquake load, ground horizontal g = 0.24,

and p. 12.2-4 vertical g = 0.16

Amend. Sec. 12, p. 12.1-3 ', p. 12.1-6

42-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAMP ING METHOD

OBE/SSE (% criti- OF ACCEPTANCE CRITERIA

cal damping) QUALIFICATION LOAD COMBINATION & ALLOWABLE STRESSES

Vital Piping Systems 0.5 Analytical Reactor primary vessel supports =For reactor pressure vessel:

a) D + H + E ASME Boil and Pressure

(For both O.B.E. and D.B.E. b) D + H + R + E Code, Sec. III, 1963 and

except for the standby gas c) D + H + E' Summer 1964, Append. A.

treatment system, where

1% of critical damping was Reactor primary vessel internals =Class I piping:

used). 

USAS B31.1

a) D + E

b) D + E

c) P + D + T

Other major Class I equipment =

a) D + T + M + E

b) D + T + M + EFor designations refer to previous page.

Sec. 12.1.1.3, Table 12.1.1 Amend. Sec. 12 Amend. 13, Sec. 12, Append. C p. ii,

p. 12.1-6 p. 12.2-14 p. 12.3-10 Amend. Sec. 12,. p. 12.1-4

42-4
SEISMIC REVIEW TABLE

42-5

SEISMIC REVIEW TABLE Docket Number

50-312

NAME AND NSSS EARTHQUAKE DATA METHOD OF DESIGN SPECTRA

TYPE OF 'THE

PLANT !NO, OF

OBE SSE EARTHQUAKE iEARTH. MODAL TYPE OF GROUND METHOD OF

_ COMP. GENERATION OF

TIME HISTORY i USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE HOR. VERT. INTENSITY HOR. VERT. AYD ITS SPECTRA

g g g g -coa ,B.

Rancho Seco Nuclear 0.13 0O09 VI 0.25 0.17 1952 Taft Earthquake o SRSS both Accelerogram of Time-history

Generating Station for struc- Taft Earthquake acceleration method

Unit No. I tures and 1952. The respons

Ui • o. m" hu piping. spectra are broadReactor type: PWR o j ened in their rang I ,4 •-•of peak responses. 0 -4

Containment type: M o k n

3 buttresses with 0 C =

shallow dome (pre- i -= r a

stressed concrete) ca oW

SSS Manufacturer: I - J

Babcock and Wilcox i A v

krchitect Engineer: 0

Bechtel a) 0 W U

0 0

W Cc o a

0 v "

0-68/8-74 . 5.1-2 p. 5.1-2 I. 5.1-2 p. 5.1- Appendix 5B •uestion Question Appendix 5B Appendix B

p. 5B-4 ýEC 5.51 AEC 5-51 p. 5B-4, Figs. p. 5B-4

5A-51 1p. 5A-51 SK6292-S-59 and

SK6292-S-62

43-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION - WATER DAM OF Gs PROFILE DAMPING ON

TYPE HICKN1SS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH DAMPINC

;ircular reinforc-• 4 W .qtaalbl. 10f eo

ic Z, 0 O0 at available. 150 ft below . Stick model Not available 4I0 for design Not available

!d concrete mat 4- W -4 original ground with soil ibasis earthIft thickness W 0 surface. I springs. quake.

'oundation is C 0 W 4 V. z

"ound about 35 ft 4 j - 0 5 X U

elow grade sur- "r- & c n ace. -

U 0 44 U e 10.0).0 0 :=

0.0o0-,-4 Cd

cco 1- 0 0W

0 Ij >

0. 4• - D4

° a W C*4 W

I 0-

). *C -2.5 a 00

.C~C Cr4t

Se 2. . 5 . 4 0 -4-4

p. 5.2-1 hppendix 2C, p. 2.4-1 Appendix 2A Sec. 5.2... Nppendix SB

ppendix 2E pC- 7, Tatle 2C-1.2 p. 2A-132 p. 5.-1 5B-6 2E-1 Fec. 2.5 ____ ________________________ _______1______

43-2
SEISMIC REVIEW TABLE

-STRUCTURES

DESIGN CRITERIA

DAM~PING

DAMPINGACPEPTANCE 

OBE/SSE (% criti- LOAD COMBINATION & ALLOWABLE'STRESSES CRITERIA

cal damping) = (1+0,05) D + 1.5 y + 1.O TA + 1,0 F _. AC1-318-63

AU U1t7i-18mt teghmro stress level:

1 a) Welded structural steel,

or prestressed concrete,

ing, no joint slip.

. a) Welded structural steel,

and prestressed concrete

cracking).

b) Reinforced concrete with

able cracking.

c) Bolted and/or riveted st

a) Welded structural steel,

reinforced

no crackreinforced

(only slight

considereel.

prestressed

0.5/1.0

2.0

3.0/5.0

5.0/7.0

5.0

B)

C)

D)

E)

ýC

ýC

(1+0.05) D + 1.25 P + 1.0 TA+ 1.25 H + 1.25 E + 1.0 F

(1+0.05) D + 1.25 H + 1.0 R +.1.0 F + 1.25 E + 1.0 TC

1.0 D + 1.0 P + 1.0 TA + 1.0 E' + 1.0 F+ 1.0 H

1.0 D + 1.0 H + 1.0 R + 1.0 El +.1.0 F.+.1.0 To

Ultimate strength metpoa Question AEC 5.239 p, 5A-25

4 = Capacity reductio

D = Dead loads of str

nent loading cont

soil.

P = Design accident p

F = Effective prestre

R = Force or pressure

n~ine.-

concrete (without complete loss in

orestress).

b) Prestressed concrete with no pre- 7.0 'H = Force on structur

stress left. of pipes due to d

c) Reinforced concrete. 7.0/10.0 T = Thermal loads due

d) Bolted and/or riveted steel. 10.0/15.0 o ating conditions.

Ro.cking of entire structure 5.0/9.0 T = Thermal loads due

Translation of entire structure 30 (OBE, SSE) T = OBE

NOTE. Stress level 1 = low, well below proportion- C Required capacitý

al limit. Stress below 1/4 yield point, E' DBE

Stress level 2 = Working stress

Stress level 3 = At or just below yield poin

Stress level 4 = Varies

Appendix 5B

p. 5B-7 p. 5.1-6 and p. 5.2-7

n factor.

uctures and equipment plus any other permaribution stress, such as hydrostatic or

ressure load,

ss loads,

on structure due to rupture of any one

e due to thermal expansion or contraction

Lesign conditions.

to the temperature gradient during operto the temperature gradient.

to resist factored loads.

2. AISC (Sixth Edition) Sec. 5.1.3, p. 5.1-4

NOTE:

1. Normal working stressDesign methods are used for

design load case.

2. Factored load case--to check

the capacity to withstand

accident conditions.

Sec. 5.1.4, p. 5.1-4a

For details see: Sec. 5.2.1.3

p. 5.2-11

43-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAMPING METHOD

OBE/SSE OF ACCEPTANCE CRITERIA

(% criti- QUALIFICATION LOAD COMBINATION & ALLOWABLE STRESSES

cal damping)

P < 1.0 Sm Nuclear vessels: ASME BPVC

Vital piping systems or equip- Dynamic I. Design loads + OBE loads M - 1 1967uclear v sV

ment. analysis PL+PB . S 1967, Section III

Testing II. Design loads + DBE loads P < 1.2 S1 Piping: USAS I, B31.7

Low, well below proportional 0.5 m- m

limit, stress below 1/4 yield P L+PB < 1.2 (1.5

point. III. Design loads plus pipe rup- S < 2/3 SU

ture load P+P -

orking stress, no more than 0.5/1.0 IV. Design loads + DBE + pipe P < 2/3 SU

oint. + rupt uir e loads m - U

P L+PB - 2/3 SU

t or just below point. 0.5/2.0 P = Primary local membrane stress intensity. PL = Primary general membrane stress intensity.

B = Primary bending stress intensity. S = Allowable membrane stress intensity. S = Ultimate stress for unirradiated material at operating

temperature.

Question

AEC 5.49

p. 5B-7 p. 5A-49 . 4.1-4 p. 4.1-5

43-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD I DESIGN CRITERIA

OBE/SSE OF

QUALIFICATION1 LOAD COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE STRESSES

Not available. I Not available. Not available.

Os

0

0-

E4 >~

0 -

sO

00.0

,4.

,4 CC

U w

-4 g

Qusto Im

U

0m

to w

*0

Quest -on

AEC 5.67

p. 5A-62

43-5

SEISMIC REVIEW TABLE*

-)n(:kt4 Number

50-244

NAME AND NSSS EARTHQUAKE DATA METHOD OF DESIGN SPECTPA

TYPE OF TIHE COMBINATION

PLANT NO. OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

'RTIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE CP/OL ISSUE DATE HOR. VERT. INTENSITY ROR. VERT. AND ITS SPECTRA 9 g RM g g COMB,.• ... ,_ •,.••r•~

LW CoP. in-ti -ivalet 

Robert Emmett Ginna

Nuclear Power Plant,

Unit No. 1

0.08 0.08 V 0.20 0.20 None used

Reactor type: PWR

Containment type:

cylindrical

without buttresses

(prestressed concret

4SSS Manufacturer:

Westinghouse

krchitect Engineer:

Gilbert

4-66/9-69

IWO comp. , Larger

iorizontal

3lus vert ical, combined via

"direct

add it ion"

vertical

component

is assumed

unampi ilied due

:o high

ixial

3tiffness

)f the con.

a inment.

Mon•tain- ment

analyzed

as single

degree of

freedom).

Hlousner approach based on

Housner ground

spectra.

Multimode response

spectrum analysis

used to check containment vessel and

RHRS pipeline from

RCS loop to containment.

,ec.

i.1. 2.4

5. 1.2-15

1 ec. Sec.

5.1.2.4 5.1.2.4 Sec. 2.9

P.1.2-15 p. 2.9-1 .1-.2-15

ec.

•1.2.4 12-15

. .4- i

*Information was obtained from BNI. Docket Search and SEPB Report

"Seismic Review of Ginna Nuclear Power Station Unit No. I for SEP, Phase 1 Report". 44 -1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION4 WATER DAM OF G_ PROFILE DAMPING ON

ITS 

AND 

DEPTH 

TYPE rHICKNESS V PROFILE TABLE MODELLING OF SOIL MODAL s DAMPING

0aaalSDOF ca W 1 - stick N o t u s e d Not used Not used >~ . •0 C) 0 Z Not available Not available Not avail- model with

1-4 :, 0 co able fixed base

i.5j Z)W 4 04- $40 -4 -0 " 0 0 o (checked with 4 V 0' 4J MDOF model 4 04 Co t 00 0 and rock -A b 0O .140 "- 4 p •0,0 0 foundation O, .04 modeled as 0 • 44 elastic media

"n o5 U - o with rotation O04 U a~~ ) ýO0 o = gn. -H and translao 4-1 00W• o ton.

.5 r= o ,- r.

oW o,) p 0 d a) Z :1 o

Aoi 0U o . 3 5W j 1-

) .' S0 0 . 0 a H 0, 4-

0 .0 o 0 > > 0 4 p 0 41 0. 44 .0 W -4 0

o~ Wi 0u0) UH- 01W so p W- p 0' ca 4-)

0 0.14~ UW d 4 0ca)0) 

04. W~' E.. r. 44 - 0

H0d 0 p) 0 0 0j

C35 0~ 4j n .C)r004 1-050 U) W

V. 0 W~ P W. 0 H ini1- 

.r4 a 0-H 05

App. 2B,p.2B-4

Sec. 5.1.2.1

p. 5.1.2-1

Sec. 2.8.2

2.8.3

p. 2.8-1

p. 2.8-2

44-2
SEISMIC REVIEW TABI.E

STRUCTURES

DESIGN CRITERIA

DAMPING

OBE/SSE (% criti- LOAD COMBINATION ACCEPTANCE CRITERIA

cal damping) & ALLOWABLE'gTRESSES

1. Containment structure (:ontainmunt Structure Loading_ Combinations: ACT-31S

(prestressed cylindrical wall) 2.0 Normal- 12 load combinations, example AISC - 63

L.0 DI. + 1.17 VP + 1.0 0FS + 2.0 F Statt. of New York

2. Concrete support structure B ConstruCtion Code,

for reactor vessel and steam TJest- 4 load cormbinations, example 1961 (Class TITT structures)

generator 2.0 1..0 IA, + 1.17 VP + 1.n oTW + 1.15 IP

3. Steel assemblies Arcidcnt ire,,sxirLea) Bolted or riveted 2.5 Cond'.- "d-- 12 l-oad combinations, example

b) Welded 1.0 1.0 II1. + 1.17 VP + 1.0 OT W + 1.n TP + 1.0 AT6 0 + 0.8 F

(a=0. 1.)

4. Other concrete above Cond. "a" - 4 load combinations, example

ground 5.0 1.0 D1. + 1.17 VP + L.0 OTW + 1.5 TP + 1.0 Ar 9 0

C '1d. "1)" -S load comb inat Ions, uxample

1.0 DL + 1.17 VI' + 1.0 0TW + 1.25 TP + 1.0 AT 90 +E

Cond. "C" - 8 load combinations, example

1.0 DI, + 1.17 VP + 1.0 OTS + 1.0 TP + 1.0 AT60 + 2.0 E

DL = Dead load IP = Internal pressure (p= 6 0 psi•

VP = Vertical prestruss AT = Accident pressure + temkOTws = Operating temp. winte.r, perature (p = 60 psig, summer T=26F

App. 5D, Table 5.1.2-41 FSAR = D T 860

F)

Table 5.1.2-1 E = Design earthquake (a=0.lg) FISAR 5.1.2.3 5.1.2.4, 7.2

44-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DAMPING METHOD DESIGN CRITERIA

OBE/SSE (% criti- OF

cal damping) QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA

& ALLOWABLE STRESSES

1. Vital Piping System 0.5 Analytical Loading Vessels and ASME BPVC. Sec. III, USAS B31.1

and Combination Reactor Internals Piping Supports

Testing 1. Normal + OBE P SS P S 1.2 S Working stress

m m m

P + P B 1.5 S PL + PBS 1.2 S

2. Normal + SSE P m S 1.2 S m P n S 1.2 S -- within yield after load

P + P 1.2(1.5 Sm PL + P B 1.2(.1.5 S) redistribution

L B m L B

3. Normal + Pipe P S 1.2 S P m 1.2 S .... within yield after load

rupture loads m mm rd P + PB 1.2 (1.5 S ) PL + P B 1.2(1.5 S) redistfibution

Fuel Pool Racks:

P m m Primary general membrane stress; or stress intensity Reg. guides 1.13, 26, 28, 38, 60,

PL Primary local membrane stress; or stress intensity 61

ANSI N 18.2 - 1973

PB = Primary bending stress; or stress intensity ANSI N 45.2.2 - 1972

S = Stress intensity value from ASME B and PV Code Sec. III ANSI N 45.2.13 - 1974

S = Allowable stress from USAS B31.1 Code for pressure piping Structural Welding Code

AWS Spec. DI.I Rev. 2-74

ASME BPV Code, Sec. III,

SeC.VIII, and IX, 1974

T .end. 2, AISC - 1974

Table 5.1.2-1 uestion 5 FSAR 5.1.2, FSAR App. 4-A, Table 1 FSAR 9.5, App. 14A

Equipment: FSAR Table 3.2.3-2 through 3.2.3-7

44-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA

OBE/SSE OF

QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE STRESSES

Class I instrumentation:

Not available Testing Control Room: Not available

Racks have been assembled and the mounting and wiring of all

components has been designed such that the functions of the

circuits or equipment will perform in accordance with prescribed limits when subjected to seismic accelerations of 0.21g

in the horizontal and vertical direction simultaneously.

Control room, containment, and auxiliary bldg:

Mounting and wiring of all components has been done such that

simultaneous accelerations of 0.52g in the horizontal and

vertical planes will not dislodge, cause relative movement or

result in any loss or change of function of circuits or equipment.

Amend. 2 Section 5.1.2.4, 7.2

Question 5

44-5

SEISMIC REVIEW TABLE Docket Number

50-272, 311

METHOD OF DSG PCR

NAME AND NSSS EARTHQUAKE DATA COMBINATION

TYPE OF THE COMINAIONDEIGNSPETR

PLANT NO, OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE HOR. VERT. INTENSITY HOR. VERT. AND ITS SPECTRA

g g Mg g C014B. O 

Salem Nuclear 0.10 0.067 VII 0.20 .133 El Centro (N-S) May rhe yerti- l.Response 1. For freq > 0.33 Time history

Generating Station 18, 1940 normalized :al com- spectra cps: method.

Units 1 and 2 to 0.10g to 0.20g onent was analysis: Aug spectra

New Jersey for OBE and DBE onsidered Sq root of developed by

respectively was o be sum. of Housner.

Reactor type: PWR used for containment cting squares

structure analysis 5imultane- but if < 2. For freq< 0.33

Containment type: by step by step 5usly with 3 modes+ cps:

Atmospheric integration method. Lhe hori- absolute Utilized data

( concret ontal sum of suggested by

reinforced notior. maximum Newmark. values.

NSSS Manufacturer: 2.Tu me

Westinghouse 2.Time

history

Architect Engineer: analysis

United Engineers finlite

and Constructors element

method):

summing

of signif- Fig. IIC-3a

icant Fig. IIC-3b

Sec. 5.2. modes. App. C

Unit #1: 12-66/8-71 Sec. 5.2.4.2 4.2 App. C App. B Sec. C.3.3

Unit #2: 10-67/8-71 Sec. 2.9 Sec. 2.9 Sec. 2.9 ec. 2.9 ec. 2.9 P. 5.2-17 p. 5.2-17 Sec. C.3.3 p. IIC-10 p. C.3-2

p. 2.9-1 p. 2.9-1 p. 2.9-1 . 2.9-1 . 2.9-1 p. C.3-2

45-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF Gs PROFILE DAMPING ON

AND TYPE rHICKNESS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH 8 DAMPING

Circular concrete 1800 Founda- 3500 ft./sec Water level is Not avail- Two methods Not available. 2%--OBE Not availmat feet of tions are about 20' from able. were used: able.

Depth 16 ft sediment estab- surface, but 1. Lumped 5%--DBE

Upper 35 lished ground water move- mass model

feet in- directly ment thru acqui- analysis

cludes in fiers is quite low using aug

hydrau- Paleocene due to low permea- resp. spectra

lic fill silty bility. The direc 2. Finite

and Qua- sands of tion is going into element modal

ternary Vincen- Delaware River. analysis, for

alluvium town structure and

of clay formation soil. The

silt and or upon most consersome sanccompacted vative

and gra- fill results are

vel. extended used.

Vincen- to

town Vincenforma- town.

tion is Depth of

encoun- Vincentered at town is

bout 70 90 feet. App. B

Sec. 5.6.2 eet. p. IIB-14 Sec. 5.2.4.2 Sec. 5.2.4.2

See Table 5.6_1 App. B App. B App. B. Table 1IB-2 p. 5.2-17 p. 5.2-17

IIC-9 P. IIC-9 p. IIC-9

See Plate IIC-l, App. B

45-4
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING OBE/SSE (% critical damping) LOAD COMBINATION ACPEPTANCE CRITERIA & ALLOWMbLE'9TRESSES

Concrete structures: 2.0/5.0 1. Operating + DBA + OBE ACI 318-63

C=l. 0D+0O.O0D+.t. 25P+1.O0(T '+TL' )+l. 25E+1.O0B

Structural1.. stee: 2AISC Manual, 6th edition Structural steel: 2. Operating + DBA + DBE

Bolted or riveted 2.5 cIl.OD+O.05D+I.OP+I.0(T''+TL'')+l.OE'+l.OB Note:

Welded 1.0 Note:

3. Operating + DBE (a) For normal operating + OBE"

C=1.OD+0.05D+l.OT'' '+l.OE'+l.OB "Working Stress Deasign"

-- ACI 318-63 and the allowable

C = Required load capacity of section stresses are 1/3 above the

D = Dead load normal applicable code working

P = Accident pressure load stresses.

T' = Load due to maximum temperature gradient based upon

temperature associated with 1.25 times accident pressure (b) For normal load + DBE:

T" = Load due to maximum temperature gradient based upon "Ultimate Strength Design"

temperature associated with accident pressure ACI 318-63

T'' '= Load due to operating temperature gradient thru the steel

liner, concrete shell and mat

E = Load from OBE

E' = Load from DBE

TLV = Load exerted by liner based upon temperature with 1.25

times accident pressure

TL''= Load exerted by liner based upon temperature associated

with accident pressure.

App. C

Sec. C.3.2 Sec. 5.2.3 Sec. 5.6.3

p. C.3-1 p. 5.2-7 to 5.2-8 p. 5.6-2

45-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAMPING METHOD

OBE/SSE OF

(% criti- QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA

cal damping) &.ALLOWABLE STRESSES

Vital piping system: 0.5 Not available, Vessel Piping ASME Nuclear Vessel Code

1. Normal (a) P. m S (a) Pm <S Section III rn-r m condition: Cb) Pmor(PL)P+eb 1.5Sm (b) Pmor(PL)+Pb <_S ANSI B31.1 for piping

Cc) Fm(PL )+Pb±Q q3. 0 Sm

2. Upset Ca) p S (a) Pm<12S

condition: (b) Pm(PL)+Pb 5l.,S (b) Pmor(PL)+Pb<

Cc) Pm(PL)+Pb+Q'-- 3 .0Sm 1.5(l.2S)

3. Emergency Ca) P. 1.2S or S (a) P <1.2S m - m y m condition: whichever is larger

CbI Pm(PL)+Pbi 5 (1. 2

2Sm) (b) Pmor(PL)+Pb <-

or 1.5S whichever is 1.5C1.2S) Y larger

4. Faulted Design limit curves* Design limit curves*

condition:

NOTE: Pm = primary general membrane stress, PL = primary local

membrane stress, Pb = primary bending stress, Sm = stress value

App, C for ASME, BPVC code, Section III, nuclear vessels, S = minimum

Sec, C.3.2 y Sec. 5.2.8.3

p. C.3-1 specified material yield, S = allowable stress from USASI, B31.1 p. 5.2-53

code for press piping. App. C, Table C.4-2

*Design limit curves developed using 50% of ultimate strain as maximum allowable

membrane strain. 45-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA

OBEISSE OF

QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE STRESSES

Not available. Not available. Not available. Not available.

45-5

SEISMIC REVIEW TABLE

Docket Number

50-206

NAME AND NSSS EARTHQUAKE DATA METHOD OF

TYPE OF THE COMBINATION

PLANT OBE SSENO, OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

! _COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE HOR. VERT. INTENSITY HOR. VERT. AND ITS SPECTRA

g g MM g g COMB.

CNC 0 -J4 San Onofre Nuclear 0.25 0.167 Not avail- 0.50 0.33 0 o 0 ..M I 'H 4. M O 44 " v Generating Station able c. i M ,-4 _j En 44 " 44 • * , 3 0

Unit 00 .0 C4 O 00 U~ 4 r- i ,40' 1 0 4a * I P w P (n 0 4 1 d w 4 En 0

04 (DC. cbOb4 UO •.O -HQ W'W - *"4 Q .. Un0 nV0 S•

Reactor type: PWR U o P a 0 • 0 4 z " 0 

- 54J ~.5 H ~ P44J 0 _; :

0 U' w '0 = 045 Containment type: > a P• a, a) 0 vs U I

Dry containment- P p w . wz - O4 4 4. o ,.-4 ,-4 t..H 4 ." -4H Ur - spherical (steel) co a) U . -0 En 0 00 P0

NSSS Manufacturer: ".: 5-4

Westinghouse 0 Cr CCq 0dW Z0 * -44 .14 U]0. C. 0. 0 . 0. W 54 0 00

044 0 0 ýW 4J z. 0 00 0 0 0 0 0 0 F1C ~..- Architect Engineer: U 1-1 o o o o U 0 o0 o o 0) P,4' -o I e cn 4eMM4to 0 w

Bechtel U 0 Pl01 r-4 r. W 00 > 0 0 P * 044.0 - = w44 a)O 44 440 r- ( 3 5

ZO 0 -4 .=0W o0(0 • > (n o 0 • - 44 44-• W -0, O0(05 40 U .0 E W 0 0 W C 4Co

0 W - 40 44 ca4~ 3) 44 HH w) -I .Wq * 0 P, 0 0 C

Oz 0D 11U n , CA c *o6/3-6 4 0.0w.0 W 033 W U 4-4 0- d UU4H.0 0 4j P. 44 0~ P.C0.4 El 4J3 E- (L 03 0) W(. 40 0.- Eno 0 -o

00 4J~.4 ua U 040 040. r-4 *I 00i P4- *~. PW U 0.3 '4-44-4)4J1-Z40 - P a

0 0 4 CL a) 4400 Cj '0 4 *,CH0W44~ w 40S' 4J~ 50. - 30004-0 WI 0d H ~ $i-4 w w~ 4 (04 .- '10.4 W 4-45 4-0 P. 0)44, -4..0 U40 w0O to. W ~ - ) W 4-SS C'4'wUr5 to 00 44-ý 0-436 0 r-4 U 4-W)4 W P 1-4 0 w 4 41 44 00 0 0 9 a)w0)- 5304 0 PW'P 0 0 ..- W~ 4J TOU'-. P.0 -40>40'0H4 I" 01 J. ______)Ej .4-J - P0O0 -,-0 S 0O a)WO .0

CPfl O...F, __ _ _ _ 0_ ),-f.,,,-a--, co.,, P4T __ Ul-.i,. (1 ____vq)___d C:1. .0 Pdr )00 ;7C w (v 44C -4 WQ) 0 P

IF-UJ~.J~~C L.A baL~ 1uO40apL 20 .~t±40.L

August '79, "Seismic Design Bases and Criteria for San Onofre Nuclear

Generating Station, Unit 1". 46-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION -AE -A OF G_____ PROFILE DAMPING ON

ADTYPE THICKNESS V PROFILE WATLERDADEOFING OF SOIL MODAL ITS DEPTH DATMLPMOELIN 00_____________________ ___________ ___________ ____________________ ________________________________________________________ _________________ A P N

r- ~'* Average level of Not avail- Not available Not avail1C r0 W 0* W g able .- 4*-4 W. 14 *,- gxround water is 15 able 0 u *4 44 r- 05. ft. below original 0r

4. go0 W grade (Ei + ft. .0

OCJU 0 -44 .0 4 x 0 0i 000 Datum), and V~ 41 - 0J W &I 0 WUDo41 CM cc or. 0. C6 M4' the gradient is 0 0C44 .0 rz 4 0 C0 44 000 r.O 0C 00. I I 04z 17 ft. per mile00-0 -0 4 00C , 0 0 00 1f W. W. 0 -. ou L 0 %o 0 0 toward the ocean. C'o 1 0040 40 0 I c>. '0 - 0. 

3t -4 e4 C00

CO-t0 W .- CO ý C0 4r 0 0 .C aI -4 U00 > 0r.C -

00 0.4. -44 0 W M'4r >5 U 0.0 C4n. 0 M"0 ý40 0. 0C0O0 C 00 *0S? 0 1.4 W 00 W -4 0 0 0 0 0C' >0. 14.4

d00 0 &

0 0 4.'> . A'0 > '4-00 0 00 .. 0 o C

WOCC 0 0 0 W 44 'a 0.44..40.a CZ '.' to -4.4~ '4 0'W 0 0 

0 0410 00 00 0)4

0) cc~ 00. ' 0 . J.04.4 CW U. -ow~ o0 0 . 4~~~n 0 0 ý4 4J~ 9: . Z00. V~ A 4 1)0 0

Aij M WA M4.4 14 44 '04 00 0 0 000 >0

00 W 0.40 04A. x.0 .0>4 0.0 U4. C00 

.0 W00. 0C W41.0C'- 4.

4) ý4 M 0 00>00 .01.0 'j0- -4 A0j000.. Sec. 1.. W 1>W4

0~1 0 C 0. C C. Vj

Sec. 1.3.2

p. 1-56

p. 3.7.2-4 Table 3.7.1-3

46-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING

OBE/SSE (% critical LOAD COMBINATION ACCEPTANLCE CRITERIA

damping) & ALLOWABlLE' STRESSES

1. Reactor vessel internals Concrete structures (concrete sphere enclosure) Concrete sphere enclosure,

stainless steel core support structure) u = 1.4 D + 1.7 L1. Reactor bldg. (concrete in-

(a) welded assemblies 1.0 u = 1.4 D + 1.7 L + 1.9 E ternals), foundation and

(b) bolted assemblies 2.0 u + L + T0 RD cradle, diesel generation bldg.

u = D + L + TA + RA + 1.0 PA + (YR + YJ + Y) + E' Man 

- ACI 318 u Ldig.naesrcue, - 71. AISC 1971

2. Reinforced concrete reactor support 4.0 D L T A A Main building, intake structures,

(9 additional L.C.) auxiliary bldg., battery rm.,

3. Steel containment vessel and foundation 4.0 Steel structures

Steel stD c- ACI 318 - 63

4. Framed steel structures 2.5 S D -+ L - AISC 1963

0 + 0+ P Y + Y) - UBC 1964

5. Concrete structures above ground 1.6S = D + L + TA + RA A + 1.0 (YR +j M

(a) shear wall type 7.0 (8 additional L.C.) Refueling Water Stg. Tank-API

(b) rigid frame type 5.0 publication for storage tank.

Reactor building and foundation and cradle support

u - 1.0 D + 1.0 L + 1.0 (DBE)

0.91 - 1.0 D + 1.0 L + 1.0 (DBE)

Y - ultimate strength of section

Sec. 9.2.2

Table 9.1

p. 9-10

46-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAIQING CMTOD

OIE/SSE OF ... (1 crit-OF 

cal damping) ACCEPTANCE CRITERIA

LOAD COMBINATION & ALLOWABLE STRESSES

1. Vital Piping Systems 0.5 Not Available Containment sphere Containment sphere:

Primary membrane and bending stresses are evaluated at: ASME Sect. II, 1971 and 1972

Summer Addenda

A). Basic shell thickness under combined dead weight, Allowable

desi@n pressure and seismic loads Stress Ref.

B). Shell to base mat juncture under combined deadweight, Aer~ne NE-3221.S

design pressure and seismic loads.

C). Shell in vicinity of eguipmant hatch and personnel rimary

lock Membrane

D). Main feedwater penetration under combined dead weight, plus pri- 1.5S NE-3221.3

internal pressure, seismic, and piping. mary bending S

Primary plus NE-3131.0

secondary 3. 0SM NB-3222.2

cquipment&Piping ,RCL&NSSS Supports

ategory A, ASME, Section III,

971, NB-3600;All other Category A

iping and equipment (feedwater,

C, ECCS. ACS):

SME Section III - 1962,

USAS B 31.1 (1964)

Sec. 9.2.2 DIESEL Gen-IEEE-STD-34 4

Table 9.1

p. 9-10

46-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA

OBE/SSE OF

QUALIFICATION LOu COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE STRESSES

Not available Tested or Not available Not available

evaluated to

determine that

the instruments would

withstand 1.0g

without misoperation.

Amend. 10,

Suppl. 1,

Quest. 14

46-5

SEISMIC REVIEW TABLE Docket Number

NAME AND NSSS

TYPE OF 'THE

PLANT

CP/OL ISSUE DATE

EARTHQUAKE DATA METHOD OF COMBINATION DESIGN SPECTRA

__________________________________________________ - I NO. OF i I

EARTHQUAKE

TIME HISTORY

NO, OF EARTH.

CbMP..

USED

AND ITS

fAnu

MODAL

COMB.

TYPE OF GROUND

DESIGN SPECTRA

GENERATION METHOD OFOF

FLOOR RESPONSE

SPECTRA

Shippingport

Project 129

Reactor type: PWR

Containment type:

Dry containmentspherical (steel)

NSSS Manufacturer:

Westinghouse

Architect Engineer:

Burns and Roe, Inq

also

Stone and Webster

Engineering Corp.

I .1 .1 ________________________ 1 ~-,----.---- 4.

47-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION -. WATER DAM OF G PROFILE DAMPING ON

AND TYPE THICKNESS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH S DAMPING

Not Availabl e

47-2
SEISMIC REVIEW TABLE

-STRUCTURES

DESIGN CRITERIA

DAMPIG TACPEPTANCE OBE/SSE CRITERIA LOAD COMBINATION & ALLOWABLE'STRESSES

ASME Code Sec. VIII

1952 Ed.

Not available Not available 1952 ed.

P.Ar Regulations for

pressure vessels 1954 ed.

47-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA DAMPING METHOD OBE/SSE OF______________

ACCEPTANCE CRITERIA QUALIFICATION LOAD COMBINATION & ALLOWABLE STRESSES

Not Available

47-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA

OBE/SSE OF

QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE STRESSES

___Not Available _

47-5

SEISMIC REVIEW TABLE Docket Number 50-335

METHOD OF DSG PCR

NAME AND NSSS EARTHQUAKE DATA COMBINATION DESIGN SPECTRA TYPE OF TE

PLANT No. OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF CROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE NOR. 9 VERT. 9 INTENSITY wH HOR. 9 VERT. 9 AND COMB.ITS SPECTRA

*0

St. Lucie Plant, 0.05 0.033 VI 0.10 0.067 Synthetic time- 0 SRSS Housner spectra Time-history Unit No. 1. for for history method using shield hield 1 • synthetic time Shistory Reactor type: PWR building 0uild0in8 h -4

Containment type:

Dry containment- t cylindrical (steel -14

NSSS Manufacturer:

Combustion 0) Engineering

Architect Engineer: U 3

Ebasco

00)

N o

u C Sec. 38.pec.3.7-36 Sec. 3.7

Sec. 3.8. Sec. 2.5 3ec. 3.a Sec. 2.5.3 p. 3.7-36

Sec. 2.5 2.2, p. 25-27 .2, p. ec. 3.7. Sec. 3.7. ?ig. 2.5-23 and 24 Sec. 3.7 p. 2.5- 3.8-67, p 1.8-67, p. 2.5-28 3.2.4, p. 2, p. 3.7-Fig. 3.7-1 and 2 p. 3.7-3

7-70/3-76 25a Amend. 32 Amend. 3.7-43a 19 Rev. 16 _______________ ______ _______ 3 ________________ _______ _______ ______________ _________32___

48-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF G5 PROFILE DAMPING ON

AND TYPE rICKNESS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH DAMPING

ticmode .e y ul s Lii• a a [N•_ aFor reactor

building:

Rigid foundation

mat.

p. 2.5-1

I4 -4 MC

,ar

.&1 0-'.

A.J40, 0

,. 0 4 04

a)C:4 U)

0.~ 0

jJ,.4 > *44

4) -41

(1U aS 0

-441:0c 41 r

U1 0 a4.4

1.4

410)

4) U

Not available

0

41 -

r. .

41

o 0

,4 Vi ,-4

Shallow non- artesian aquifer

extends to a depth

of about 150 ft.

below land surface

Vol. 1, Sec. 2.4

p. 2.4-20

-4

r4

0

o

r4

" 4 0-

0 t.4

0 r_

,-4

Z

(J.4

Sec. 2.4,

p. 2.4-7a

Stick model with soil

springs.

Generally utilize shear shear moduli ranging from

ranging from 16,700 psi

to 14,000 psi.

Sec. 2.5, p. 2.5-38

pO ava2laDle

p. 2.5-19

vaoi a- vailable

41

a

41

-4

.41

0

41

di

41

0

4.)

0

-4

0

0

Sec. 2.5-36

p. 2.5-38

Sec. 3.7.2.1

p. 3.7-6

1

A ~ I 4 . - - 4

(Note: Due to

space the

columns for

Type and Depth

had to be continued here....)

* shell fragments

more clayey than the

material above, does not 150' to at least 400'

contain pockets of shells

and limestone, and is dense

in consistency. Vol. 1, Sec. 2.5, p. 2.5-8

48-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING

OBE/SSE (% criti- LOAD COMBINATION CRITERIA

cal damping) & ALLOWABLE' STRESSES

Welded steel framed structure 2.0/2.0 Shield Building

Bolted or riveted steel framed (1.0 ± 0.05)(D + T) + 1.25 LOCA + 1.25 OBE AIC 318-63

structure 2.5/2.5 (1.0 - 0.05)(D + T) + 1.25 OBE 0 Yield capacity

(1.0 - 0.05)(D + T) + 1.0 LOCA + 1.0 DBE reduction factors

Reinforced concrete frames (1.0 - 0.05)(D + T) + 1.0 DBE are used.

and buildings 2.0/5.0 Sec. 3.8.2.2.8

Steel containment vessel 2.0/2.0 For further details refer to Sec. 3.8.2.2 p. 3.8-71

AISC -1969

p. 3.8-68 of Amend. 32-9/6/74. Sec. 3.8

p. 3.8-2,3

Sec. 3.7

p. 3.7-3a

48-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAMPING METHOD

OBEISSE (% criti- OF AOACCEPTANCE CRITERIA

cal damping) QUALIFICATION LOAD COMBINATION & ALLOWABLE STRESSES

Welded steel plate 1.0/1.0 Analytical Containment Vessel Design: P Sm ASME BPVC Sec. III

assemblies Tsig and 1.0 S PL + Pb- 1.5 S,

TestingP+P + Q < 3.0 S Reinforced concrete PL + PB S 1.5 Sm L+ be - m

equipment supports 2.0/5.0 PL + PB + Q 9 3.0 Sm Normal: PL + Pb + Pe + Q + F

Steel piping 0.5/0.5 LOCA + DBE: = Sp (use fatigue curve)

0.9 SY yPM Upset: PL + Pb + P e+ Q < 3.S

PL + PB S 9 Su (Press PL + P + P + Q + F =S

OBE + Pipe rupture: + Wt. + L b e P

OBE + VT) (use fatigue curve)

PM S 1.0 Sm Emergency: Max press i 1.5 deP + PS S 1.5 Sm Press + sign press

P + P BL + Q K 3.0 Sm Wt. + DBE) PL + Pb S 2.25 Sm

DBE + Pipe rupture: Faulted: Max press S 2.0 design

P S 0.9 5 (Press + press. P y 4t. + DBE P + P 3.0S

PL + PB S 0.9 Su 1 rupture) L b m ec. 3.8

OBE+ Thermal + Seismic loads . 3.8-14

Sec. 3.7, on piping: Table 3.9-3 Kev. 13, 7-15-73

p. 3.7-36,43a PM S 1.0 S p. 3.9-18

Sec. 3.9 PL + PB :E 1 . 5 Sm Amend. 38 S.SIB3.7

Sec. 3.7 p. 3.9-1 PL + PB + Q ' 3.0 Sn ec. 3.9

LOCA + DBE with pressure &

p, 3.7-3a thermal + seismic loads on p. 3.9-18

piping ' S0. 9 Table 3.8-7

M y p. 3.8-30

PL + PB & 0.9 Su Amend. 32

48-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA

OBE/SSE OF

QUALIFICATION LOAD COMBINATION ACCEPTANCE C RITERIA

ALLOWABLE MTESSES

Not available Testing and Type II - 600 v penetration assembly. IEEE - 317, April 1971

Inspection A steel plate barrier has been erected inside the Standard for electrical

containment in the electrical system penetrations: assemblies in containment

structure for nuclear fueled

D + P R 90 percent of material yield strength power generating stations.

Sec. 3.8, p. 3.8-33,

Dl + OBE S normal AISC working stress Rev. 15, 10-11-73.

D + DBE 5 90 percent of material yield strength IEEE -279 (Aug. 1968)

IEEE -308 (Nov. 1970)

Sec. 8.1, p. 8.1-2

Sec. 8.3 Vol. 2

p. 8.3-23 Sec. 3.8

p. 3.8-33, Rev. 15 (10-11-73)

48-5

SEISMIC REVIEW TABLE Docket Number

50-280, 281

METHOD OF DESIGN SPECTRA

NAME AND NSSS EARTHQUAKE DATA COMBINATION

TYPE 0OF THE

PLANT NO. OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE HOR. VERT. INTENSITY ROR. VERT. AND ITS SPECTRA S 1 g florCOre.po

0.15 Surry Power Station

Unit I & 2

Reactor type: PWR

Containment type:

sub-atmospheric

(reinforced concrete:

NSSS Manufacturer:

Westinghouse

Architect Engineer:

Stone and Webster

Unit 1: 6-68/5-72

Unit 2: 6-68/1-73

0.07 0.046 VII

Sec. 2.5

p. 2.5.5-5

2-13-70

0.10 Synthetic timehistory

Q4 . 2 3 , Supp. 1

For Class

1

Structures

Hor.

&

Vert.

Combined

simultaneously

ip. 15.2-16

B. 1-1

SRSS

;up. Vol.

!.4. 10

).S4.10-2

10-15-70

&

;up. Vol.

•.4.12

S. 4.12

S4.12-

0-15-70

1) For frequencies higher than 2 cycles

/sec.

Iousner Spectra

2) Frequency range between 0.3 cycles/

sec.

Housner Average Spe,

tra have been norlized to a max.

ground velocity of

about 4"/sec for

1 O.B.E. and 9"/sec

for P.B.E.

3) For frequencies

lower than about

0.3 cycles/sec.

using data suggested by Dr. Newmark

2 k Hall.

Pec. 2.5.5

•.2.5.5-9 -') Z-1. 7.5-5

pectra are encomaassed by the umbrela spectrum used in

hhe dynamic analyses

ff Westinghouse supIlied equipment.

RCL analysis done

with floor response spectra

App. B,

p. B.3-I

Supp. Vol. 1

U.4.10, Q 5.10,

4.2

Sec. 2.5 5

p. 2.5.5 1

p. ý.5.5 7

12-1-69

Sec. 2.5.,

p. 2.5.4-

2-13-70

49-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION I WATER DAM OF G PROFILE DAMPING ON

AND TYPE THICKNESS V8 PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH DAMPING

For Major Class I Surface Not available 18 wells within a NOT STICK NOT AVAILABLE O.B.E/S.S.E. O.B.E/S.S.E

Struct. (except )eposits five mile radius of AVAILABLE MODEL 0.05/0.10 0.02/0.05

for the fuel build-Consist 501 the site.

ing and main steau f sand, Sec. 2.5 Depth from 280'%799' with soil This is an ove -

valve enclosure silty san 80' p. 2.5.5-2 4 operating water springs all value whici

struct.): thin lay- wells on the site includes the

T Foundation. .rs of obtain water from damping in bot

10 ft. thick ron ox- the Eocene sedi- the reinforced

Pile foundation. de-cemen TYPE - THICKNESS ments at depth concrete struc Iturbine foundatlo sands (cont.) about 400' ture and the

spent spen fuel ful pit, ptj f d Norfol clays Below this Thic- damping.

1

mainsteam turine lie forma- ness

shielding, otin tions of

RWST tormation Eocene 45'

elow thi Paleocene 55'

ies clay ' 240' Cretaceous 800'

ompact thicknesý

and and varying Crystal- Estisilt me from line Bed- mated

bers, an -16 msl rock. at a

shell depth

Sec. 15.4 fragment-47 msl of

S. 15.4 of the about p. 15.5.1.4-2 Sec. 15.5 Supp. Vol.1 S. Sec. 15.4-8 15.5 Chesapea Fo*to e 1300' Part B Append. B p. p.1...42 15.5.1.4-2 .525 22

p. 15.5.1-1 Sec. 2.4 Vol. 1 Sec. B.2 & . S5.22-1

p. 2.4.6-1 E5 p. 2.4.2-2 Sec. 2.3 Bp..3-1 _p. 15.5.1.4-3

49-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING

ODE/SSE LOAD COMBINATION ACCEPTANCE CRITERIA

LOAD COMBINATION _& ALLOWABLE' STRESSES

1) Containment Struct. & Foundation 5.0/10.0 1. Operating + DBA = (1.0+0.05) D+1.5P+l.O (T+TL) For Containment Struct.

2) Steel Framed Struct. Including 2. Operating + DBA + OBE = (1.0+0.05) D+l.CP+I.O(T+TL) +1.5E ACI 318-63 Part IV-B

Supporting Struct. and Foundations 3. Operating + DBA + DBE = (1.0+0.05) D+I.OP+I.0(T+TL) +1.OHE

a) Bolted 2.5 4. Operating + 1.25DBA + 1.250BE = (1.0+0.05) D + (1.25p)+(T'+TL'

+1. 2 5E

b) Welded 1.0 5. Operating + Tornado Loading = (1.0+0.05) D + 1.OT' + 1.OC

3) Concrete Struct. Aboveground

a) Shear-wall type 5.0

b) Rigid-frame type 5.0

Sec. 15.3 & Supp. Vol. 1 Sec. 15.5

15.5.1.4-3 Q. 5.12 Table 15.5.1.2-1

ec. 15.2 P. S5.12-1 p. 15.5.1.2-4 Sec. 15.5

nShlp 15S2.4-1 o. 15.2-19 4-15-70 p. 15.5.1.2-2

49-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DAMPING METWOD DESIGN CRITERIA

OBR/SSR OF

QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA

(Z Critical Damping, PRESSURE VESSELS PIPINGS & ALLOWABLE STRESSES

Reactor Vessel Internals of Analytical Normal P < Sm ASME BPVC SEC. III

Control Rod Assembly Drives: & Conditions: m --

a) Welded assemblies 1.0 Testing Pm PL)+PB 5S P USAS B31.1

b) Bolted assemblies 2.0 Pm(or P )+PB+Q < 3.0S

Vital Piping Systems: L - m

a) Carbon steel 0.5/1.0 Upset P < S

b) Stainless steel 0.5/1.0 Conditions: m m S

Reinforced concrete reactor Pm(or PL)+PB < 1.5Sm P m < "

support structure including P (or P )+PB+Q < 3.0S

the reactor vessel 5.0 m L m

Mechanical equipment, Emergency

including pumps, fans, Conditions: P < 1.2S or

and similar items 2.0 m - m P < S whichever is larger m-- y

P o(or P L)+P B< 1.5(1.2S m) or Pm < 1.2S

P m(or P L)+PB 4 1.5(S y) whichever

is larger

Faulted

Sec. 15.2 Sec. B.5 Conditions: Design Limit Curves of WCAP-5890 Design Limit

Table 15.2.4-1 p. b.5-1 Curves of

p. 15.2-19 Table B.5-1 -------------------------------------------------- WCAP-5890

Supp. Vol. 1 Supp. Vol. I P mff Primary general membrane stress intensity App. B p. B.2-8

Q5.12 Q 4.10 L Primary membranep.B.2-10

p. S5.12-1 p. S4.10-1 pB Primary bending stress intensity p. B.2-13

Q = Secondary stress intensity =.=M .II

I...cC *fIenIs y vaJ.~ *te l fl4l. S

Sm= Minimum specified material yield YFor further details refer to App. B, Talbe B.2-1, p. B.2-6 49-4
SEISMIC REVIEW TABLE

49-5

SEISMIC REVIEW TABLE Docket Number 50-289

NAME AND NSSS

TYPE OF THE

PLANT

CP/OL ISSUE DATE

Three Mile Island

Unit I

. EARTHQUAKE DATA COMBINATION METHOD OF DESIGN SPECTRA

1 ~4O. OF

EARTHQUAKE

TIME HISTORY

EARTH.

COMP.

USED

AND ITS

MODAL

COMB.

TYPE OF GROUND

DESIGN SPECTRA

METHOD OF GENERATION OF

FLOOR RESPONSE

SPECTRA

____j ILb I I

Reactor type: PWR

Containment type:

6 buttresses with

shallow dome (prestressed concrete)

NSSS Manufacturer:

Babcock and Wilcox

0.12 0.08

Sec. Sec.

5.1.2.1.1 5.1.2.1.

*. 5-10 1

p. 5-10

1957 Golden Gate Park - Average smooth

revised with 1940

El Centro - normalized to ground

acceleration of 0.06g

Synthetic timehistory for floor

response spectra

Sec. 2.7.1, p. 2-31

Sec. 2.8.2, p. 2-42

Horizon- tal and

vertical

combined

by absolute sum.

Sec.

5.2.4.1.2

p. 5-52

Piping: SRSS and

modes 10%

within

each other

are added

absolutely.

Sec.

5.4.5.1

p. 5-76a

p. 5-52

Actual spectra en- velops Golden

Gate and El Centro

earthquake time

histories.

Time-history

method.

Gilbert Topical

Report # 1729

"Dynamic Analysis

of Vital Piping

Systems Subjected to

Seismic Motion."

Sec. 5.4.5.1

p. 5-76a

Fig. 5-49 through

5.54

rchitect Engineer:

Gilbert

5-68/4-74

Sec.

5.1.2.1.1

p. 5-10

Sec.

5.1.2.1.1

p. 5-10

Sec.

2.8.1

p. 2-41

Sec. 2-7, p. 2-31

Fig. 2-24

Fig 5-48

50-1
SEISMIC RF.VIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF G8 PROFILE DAMPING ON

AND TYPE THICKNESS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH DAMPING

Reinforced con- sand Bedrock 8,500 tc Depth: between Not avail- Stick model Not available. Not available. Not availcrete mat founda- and gra- 14-19 ft. 11,500 fps. 14 and 19 ft. able. with fixed able.

tion bearing on vel base

rock.

bedrock

9 ft. thick with

2 ft. thick con-

:rete slab. Above

the bottom liner

?late.

Sec. Sec.

2.7.1 2.7.1

p. 2-30 p. 2-30

Sec. Sec.

2.7.4.3 2.7.4.3 Sec. 2.7.3.4 Sec. 2.7.4.3 Fig. 5-47

Sec. 5.2, p. 5-11 p. 2-37 p- 2-37 p. 2-34 p. 2-37

50-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING

ODE/SSE (% criti- ACCEPTANCE CRITERIA

cal damping) LOAD COMBINATION & ALLOWABLE' TRESSES

Reactor Building: 2.0/2.0 a) C = (1.0 ± 0.05) D + 1.5P + 1.OT Reactor Building:

b) C = (1.0 ± 0.05) D + 1.25P + 1.0Tý + 1.25E ACI 318-63

Concrete Equipment Supports: 2.0/3.0 c) C = (1.0 ± 0.05) D + 1.OP + 1.OT + 1.0E' ACI 301-66 (modified)

d) C = (1.0 ± 0.05) D + 1.OWt + 1.0 Pt AISC Manual of Steel

Steel Framed Structure: Construction

a) Bolted or riveted 2.5/2.5 ASME BPVC Sect. III, VIII

b) Welded 1.0/1.0

and IX

Prestressed concrete structures 2.0/5.0 ASA N 6.2-1965

Sec. 5.2.3.1, p. 5-39

Sec. 5.2.1.2.11 Sec. 5.2.3.2 Sec. 5.2.2.4.1, p. 5-31

p. 5-18a p. 5-40

50-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAMPING METHOD

OBE/SSE (% critical OF ACCEPTANCE CRITERIA

damping) QUALIFICATION LOAD COMBINATION & ALLOWABLE STRESSES

lod od B m - m ASME BPVC

Vital Piping 0.5/0.5 Analytical Design loads + DBE loads P m S

and PL + Pb<- 1.5 Sm Sec. III

Design loads + SSE loads Pm + Pb< 1.2(1.5 S USAS B31.1.0

Welded Steel Plate Testing - l S USAS B31.7

Assemblies 1.0/1.0

Design loads + SSE loads + Pipe rupture

P mS 2/3 S

P L + +'< P b'-2/S 2/35

Table 4-2 , p. 4-38;

Sec. 5.2.1.2.11, p. 5-18a p. 5-10 Sec. 4.1.2.5, p. 4-3 and

p. 5-76b Sec. 4.1.3, p. 4 -5

50-4
SEISMIC REVIEW TABLE

50-5

SEISMIC REVIEW TABLE Docket Number

50-320

NAME AND NSSS

TYPE OF THE

PLANT

CP/OL ISSUE DATE

EARTHQUAKE DATA COMBINATION METHOD OF DESIGN SPECTRA

I NO. OF r 1 1

EARTHQUAKE

TIME HISTORY

NO. OF EARTH.

COMP.

USED

ANQ ITS

MODAL

COMB.

TYPE OF GROUND

DESIGN SPECTRA

METHOD OF GENERATION OF

FLOOR RESPONSE

SPECTRA

___________________ 4LUL'IO. 4 + SRSS.

Pkctelrat io

Three Mile Island

Nuclear Station

Unit 2

Reactor type: PWR

Containment type:

6 buttresses with

shallow dome (prestressed concrete)

NSSS manufacturer:

Babcock and Wilcox

Architect Engineer:

Burns and Roe

Unit 2: 11-69/5-78

Golden Gate, 1957

El Centro, 1940

Synthetic timehistory for floor

response spectra

Sec 3.7.1.2

p. 3.7-1

2.9

Vertical

& SRSS. Closely

Horizontal

ComponentE

were considered

to act

simultaneously

s c 3.7.2.9

p 3.7-5

spaced modes combined directly

ec 3.7.3.4

Mc-celeration

response

Spectra for 1⁄2SSE

were partially devel

oped from "Golaen

Gate Park S.F. March

1957" Earthqk. Then

it is modified in

the low frequency

region by the 1940

El Centro Earthquake - normalized

to basic ground motion of 0.06g (OBE)

p. 2.5-11

,Fig. 2.5-8

Sec. 3.7.1.2

Time-History Using simulatedmethod

- ground motion.

Sec. 3.7.2.6

p. 3.7-5

Time-History Method

ec 3.7. 

1.

3.7-1

3.7.1. \c Sec 3.7

3.7-1 p. 3.7-3

1Sec 3.7f.8

p. 3.7-• p ). 3.7-8 p. 3.7-1

51-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF G• PROFILE DAMPING ON

ANDT THICKNESS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH • DAMPING

The foundation The sta- NOT NOT ater levels occur- No large Stick model NOT AVAILABLE NOT NOT

slab is mild- ion is AVAILABLE AVAILABLE ed generally at a dams exist with rock AVAILABLE AVAILABLE

steel reinforced ounded epth in excess of immediately springs

circular mat n un- 5 ft & ranged from upstream of

Depth: 11 feet weatherec 14 to ft. The the site.

shales round water level

and sand ccurred at a max.

stones o 6.2 ft above the tp

Gettys- f rock with less

burg For than one ft of head

mation. above the soil-rock

interface at one

pt. of observation.

Sec. 1.2.3.1.1 c 2.5.1 2.9 Sec 2.4.13.2 Sec 2.4.4 Sec 3.7.1.6

p. 1.2-3 . 2.5-7 p. 2.4-26 p. 2.4-12 p. 3.7-3,4

51-2
SEISMIC REVIEW TABLE

.STRUCTURES

DESIGN CRITERIA

DAMPING

OBE/SSE LOAD COMBINATION ACPEPTANCE CRITERIA

(% of critical damping) & ALLOWLE' STRESSES

Welded steel plate assemblies 1.0/1.0 1. ACI 318-63

Welded steel framed structures 2.0/2.C ACI 318-71

Bolted steel framed structures(riveted) 2.5/2.! 2. AISC-1965

Reinforced concrete equipment supports 2.0/3.2

Reinforced concrete frames & buildings 3.0/5.(

Prestressed concrete structures 2.0/5.C

Cable Tray Hangers (lateral direction) 5.0/10.(

Unit Load A B C D E F G

Dead load 0.95 0.90 0.95 0.87 0.95 0.95 0.90

Int. pres. 1.50 1.25 1.25 1.00 - 1.00 1.00

Prestress 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Wind load - - 1.25 - - - -

Tornado load - - - - 1.25 - -

Earthquake - 0.81 - 1.0 - - 0.81

Thermal norm 1.25 1.25 1.25 1.25 1.25 1.25 1.25

Accident 1.00 1.00 1.00 1.00 - 1.00 1.00

Thermal incr.

Sec. 3.8.1.2

p. 3.7-13 Table 3.8.-1,-2 p. 3.8-2

51-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA DAMPING METHOD

OBE/SSE OF ACCEPTANCE CRITERIA

QUALIFICATION LOAD COMBINATION ALLOWABLE STRESSES

(% of critical damini) ;R omponenfs

Steel Piping 0.5/0.5 Analytical pro-l. Max Operating Loads P < S 1. ASME, B&PV Code

cedure + 1⁄2SSE (upset) PL+Pb < 1.5Sm --1.5PSctioS m

1. Equivalent 2. ANSI B31.7

Static Load II. Max Operating Loads P m-- < 1.2S m P i-- < 1.2S m or S y 2

Method + SSE (emergency) P +P < 1.2(l.5S) P 1.8Smor 1.5 2. Dynamic Lb- m L- y

Analysis Method PL+Pb 1.8S or

1.5Sm

Ill. Max Operating + SEE P < 2/3S P <

+ Pipe Rupture Loads P L+Pb < 2/3Su PL < 2/3S

u

Faulted Pt+Pb<

= Primary bending stress

,n= Primary local membrane stress

L= Primary general membrane str~ess = Allowable stress

3 = Minimum yield strength at temp.

Y= Ultimate strength of material at temp.

or components: Table 3.6-1, p. 3.6-5 Table 5.2-4, p. 5.2-34

Table 3.7-1 Sec 3.9.1.2.1 or piping: Table 5.2-3, p. 5.2-33 Table 3.6-1

p. 3.7-13 p. 3.9-1,-2 p. 3.6-5

51-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUWPMENT

DESIGN CRITERIA

LOAD COMBINATION ACCEPTANCE CRITERKIA &

ALLOWABLE STRESSES

NOT AVAILABLb NOT AVAILABLE TESTING NOT AVAILABLE

51-5

SEISMIC REVIEW TABLE Docket Number

50-344

EARTHQUAKE DATA METHOD OF DESIGN SPECTRA RANK AND NSS$SRHUAEDT COMBINATION DSG PCR

TYPE OF THE

PLANT NO, OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE HOR. VERT. INTENSITY ROR. VERT. AND ITS SPECTRA

For Westinghouse

Trojan Nuclear 0.15 0..10 VIII 0.25 0.17 Synthetic time lorizontal SRSS Developed by Dr. equipment:

Plant, Unit No. 1 history combined I. M. Idriss for 2% horizontal and verwith verti, critical damping. ical seismic

Reactor type: 3

WR al com- For other damping were used. They

onent values Newmark's were compared with

Containment type: amplification the horizontal and

3ontresses witype: factors were used. vertical floor

hemispherical dome combined response spectra hpeisperical don- labsolutel developed by (prestressed con- Bechtel Corporation. crate)

Time-history used

NSSS West Manufacturer: to generate re- inghouse sponse spectra

Architect Engineer:

Bechtel

BC-TOP-4

Sec. 2.5

p. 2.5 Sec. 3

-19 .7 Sec. 3.7

Sec. 3.7 Sec. 3.7 Sec. 2.5 ec. 3.7 p. 3.7 Sec. 3.7 Sec. 3.7 Sec. 3.7 p. 3.7-2 Sec. 3.7

2-71/ 11-75 p. 3.7-1 p. 3.7-1 p. 2.5-19 . 3.7-1 -1 p. 3.7-3 p. 3.7-8 . 3.7-22 Fig. 3.7-1 & 3.7-2 p. 3.7-31

p . 3.7-12

52-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF GC PROFILE DAMPING ON

AND TYPE THICKNESS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH a DAMPING

For containment: The site The thick- 4500 fps to Wells vary in Grand The dynamic 0.7 x 106 psi Not available. Not availRigid base is under-ness of 5000 fps. depth from 50 feet Coulee Dam analysis was able.

mat foundation. laid by the alluv to over 200 feet. at performed

Depth is not bedrock ium is Columbia using stick

available. and re- consider- River model with

Administration cent al- ed to be mile 597. fixed-base

building luvium. close to assumption.

supported by The bed- 280ft.The Results were

steel 11-piles rock is upper ap- compared with

which.go to rock volcanic prox. 80 respect to

15 ft to 53 ft in ori- to 100 ft Sec. 2.5 flexiblebelow grade. gin and of the al p. 2.5-15 base model

Sec. 3.7,p. 3.7-§ consists luvium: and found to

S4rinci- soft to be conservaally of very soft DEPTH(cont.) tive.

uffs, clayed k,

Tuff silt. rupper 25 ft to

TYPE (cont ~reccias, At 50 ft 35 ft. Predomsoft clayed silt agglomer-depth inately silty

to silty clay ates, an' ange: fine sand. All

with varying basalt ecom- holes in the alamounts of inter- flow. Al osed luvium encounmixed fine sand uvium ood tered principaland layers of onsists ragments ly soft clayed

silty fine sand. f soft nd vege silt between 30 Sec. 2.4 Sec. 2.4 Sec. 3.7 Sec. 2.5

Sec. 2.5, p. 2.5-9 o very* ation** ft to 90 ft. p. 2.4-54 p. 2.4-33 p. 3,7-6 p. 2.5-12

Sec. 2.5,

p. 2.5-9

52-2
SEISMIC REVIEW TABLE

.STRUCTURES

DESIGN CRITERIA

DAMPI•G

OBE/SSE LOAD COMBINATION ACLEPTANCE CRITERIA

& ALEWABLE CRTESSES

Stress Level C-I/i {(1.0+0.05)D+I. 5P+l. OTA+l.OF} ACI 315-65

At yield C=1/ý {(.0O0-.05)D+1.25P+I.OTA+1.OHA1+.25E+'.OF} ACI 318-63

Stee Strucr point C=l/4{(l.O+O.05)D+I.25P+I.OT +1.25H0 +l.25E+I.OF) o o 0C6heiin(97

Steel Structure C=I/ý {(. 0+0.05)D+l OHA+I. OR+I.OF+l.25E+.OT AA}

Prestressed concrete 1.0 2.0 5.0 C-1/ {(I.0+O.05)D+l.25H +l.OR+1.OF+l.25E+1.OT PSCE paper no. 3269

Reinforced concrete 

0

C=1/ý {(i.0+0.05)D+l. OP+I. OT A+I.OHA +I.OE'+l.OF}

C=l/ý {Cl.0+0.05)D+l.0P+l.OT +1.25H +l.OE'+l.OF}

C=1/{C(1.0+0.05)D+l.OHA+1. OR+l.OE'+l.OF+I.0TA }

C=I/W {(l.0+O.05)D+I.25H +I.OR+I.OE'+l.OF+I.OT 0

C.I/$ {(i.0+0.05)ID+I.OA+I.OF+1.OT 0

For the combinations of category I structures other than

containment refer to p. 3.8-13.

Sec. 3.7

Table 3.7-1 Sec. 3.8 Sec. 3.8

p. 3.7-3 p. 3.8-38 p. 3.8-12, 33

52-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DDESIGN CRITERIA DA)U' NG METHOD

OBE/SSE OF

(% criti- QUALIFICATION ACCEPTANCE CRITERIA

cal damping) Q& ALLOWABLE STRESSES

Stress Level Analytical For reactor vessel internals: For reactor vessel internals:

and testing. Normal+OBE< ASME, BPVC Code, Sec. III for upset condition. ASME, BPVC Code, Section III

Low Working At yield

point For ANSI B31.7 Class II and III and ANSI B31.1.0 seismic For piping:

category I piping systems: ANSI B31.7 and ANSI B31.1.0

Vital -For O.B.E.:

piping: 0.5 0.5 0.5 S=T-SOBE+Slp+SwT ý_..2Sh

where: ST - maximum total longitudinal stress

S OBE maximum bending stress due to O.B.E.

Sip longitudinal pressure stress

SwT - bending stress due to weight effect

Sh - basic material allowable stress at maximum

(hot) temperature

-- For S.S.E.:

ST(S.S.E.)'S sE+Slp+SwT 4- .8Sh

where: ST(S.S.E.) - maximum longitudinal stress

Sec. 3.7 S S= SSE maximum bending stress due to SSE Sec. 3.7; p. 3.7-12

Table 3.7-1 Sec. 3.7; p. 3.7-12; p. 3.7-26. Sec. 3.7; p. 3.7-26

52-4
SEISMIC REVIEW TABLE

52-5

SEISMIC REVIEW TABLE Docket Number

50-250,251

NAME AND NSSS TYPE EARTHQUAKE FTHECOMBINATION DATA METHOD OF DESIGN SPECTRA

TYPE OF THE

PLANT NO, OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY I USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE fOR. VERT. INTENSITY HOR. VERT. 9A ITS SPECTRA

I S um g C cOMB.

Turkey Point Plant 0.05 0.033 VII 0.15 0.10 Synthetic time Vertical SRSS The Response Spectra TIME HISTORY .4 Unit No.i3 & 4 history & (Response used are those based METHOD

HorizontalSpectrum on TID-7074 scaled

Reactor type: PWR Components nalysis) to the appropriate

Applied ground accel.

Containment type: Simultan- Sec. 5.1 (Fig. 5A-1 & 2)

6 buttresses with eously p 5.1.3-13 Ref.

shallow dome (prestressed concrete) For intenals reactol Regulatory Report to the Staff. AEC

internals Dockets No. 50-250

NSSS Manufacturer: Summing the & 50-251 by N. M.

Westinghouse Absolute Newmark 5 1 Wb J.

values ob- Nark P.

krchitect Engineer: tained for Hall, p. •)

Bechtel ll modes.

Housner

Sec. 5.1

p. 5.1.3-11

Unit 3: 4-67/7-72 Sec. 2.11 Sec. 2.11 Sec. 2.1 Sec. 2. 1 p. 5.1.3-11 Appen. 5A kppen. 5A Sec. 5.1 REV. 5 - 8-28-70

init 4: 4-67/4-73 p. 2.11-2 p. 2.11-2 .p. 2.11- 1p. 2.11 2 p. 5A-12 . 5A-9b p. 5.1.3-13 6 - 10-2-70

53-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF GC PROFILE DAMPING ON

AND TYPE THICKNESS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH a % Critical Dam 1iMPING

For containment: )rganic, 4ft to 8ftNOT AVAILABLE UNCLEAR INFORMATION NOT FIG. 5.1-13 NOT AVAILABLE O.B.E./S.S.E. Cornreinforced con- 4angrove of swamp AVAILABLE indicates posite

crete slab. swamp soils stick model Soil: with

Thickness: soils ove - over- with soil 5.0/10.0 Soil:

10 1⁄2 feet ies the lies the springs 5.0/7.5

iami oo- Miami ooite bed- lite bedock for- rock for- TYPE THICKNESS

tion mation.- (cont. ihich ex-, :ends to Formation

ebout 20' (Limestone

bout 20'nd calýelow sea

.evel careous

site ele, sandstone

ess than The Tamiami

0') Smal: ormation

oids and (clayey and

olut ions calcareous

hannels marl indure pres- rated locally

t._ _ to limestone

jelow thi. Extends with beds of

Se.51e the to 70f t silty and Vl

Srt Thomr-below shell sands) Sec. 2.10 Append. 5A

p. 5.1.2-1 and the Haw- p. 2.10-1 p. 5.1.3-13 p. 5A-13

leve Tapsea amTampa Formations

Vol. 1, Sec. 2.9

p. 2.9-4

53-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING (Z critiOBI/SSE cal damping) LOAD COMBINATION ACCEPTANCE CRITERIA & ALLOWABlLE' STRESSES

Welded steel framed structure: 2.0/2.0 For class I structure outside the containment structure: ACI 318-63

Bolted steel framed structure: 2.0/2.0 Y=11/(1.25D+1.25E) AISC Manual of Steel Constructior

Y-1/0(l.25D+l.OR) (6th edition)

Concrete equipment supports on Y-l/0(1.25D+l.25H+l.25E)

another structure: 2.0/2.0 Y -1/0(1.2D+1.2H 25

Prestressed concrete containment structure: 2.0/5.0 where:

Y - regular D yield strength of the structure.

Prestressed containment D - dead load of structure and equipment plus any other

including interior concrete permanent loads contributing stress. In addition,

and soil composite: 3.5/7.5 a portion of "live load" is added when such load is Append. 5A, p. 5A-5

expected to be present when the unit is operating. Sec. 5.1, p. 5.1.8-1

R.C. frames and buildings: 3.0/5.0 R - force or pressure on structure due to rupture of any

one pipe. LOAD COMBINATION (cont.)

H - force on structure due to restrained thermal expansion

of pipes under operating conditions.

E = design earthquake load. 0 - 0.70 for tied comp. members.

E' - maximum earthquake load. 4 - 0.9 for fabricated structure

W - wind load. (to replace E in the above load equation of steel.

whenever it produces higher stresses than E does)

0 - 0.9 for R.C. in flexure.

Append. 5A 0 - 0.85 for tension, shear, bond, and anchorage in R.C. Vol. 1, Append. 5A

p. 5A-13 0 - 0.75 for spirally R.C. comp. members p. 5A-5

(cont.)

53-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DESIGN CRITERIA

DAMPING METHOD

OBE/SSE OF

QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA

(% of Critical Da-ping) & ALLOWABLE STRESSES

Welded Steel Plate Aseem- 1.0/1.0 For Class I - LOADING ASME BPVC Sec. III

blies Analysis COMBINATIONS VESSELS PIPING USAS B 31.1 Code for piping.

and testing Normal Loads P < S P < S Steel Piping 0.5/0.5 m- m m- m

PL + PB < 1.5 S PL + PB < S

Normal + Design

Earthquake Loads P < S P < 1.2 S

P + PB < 1.5 S P +P <1.2 S

Normal + Maximum P < 1.2 S P < 1.2 S Poeta Erh -- m m - Potential Earth- PL + P < 1.2 (1.5 S ) PL + PB < 1.2 S

quake Loads B- m --

Normal + Pipe P < 1.2 S P < 1.2 S

Rupture Loads PL + P <-- 1.2 (1.5 Sm) PL + PB <_ 1.2 S

Vol. 1

Append. 5A Append. 5A Append. 5A Append. 5A, Table 5A-1

1 5A-13 p. 5A-12 p. 5A-6, Table 5A-1 p. 5A-8

P5A17

53-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAM ING METHOD DESIGN CRITERIA

OBE/SSE OF

QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE STRESSES

Not available. Tests and "Electrical cable trays and DC battery racks are being checked for'g' loadings obtained

inspections, from the spectrum curves of the supporting floors. Motor control center and load centers

have, been shaker table tested to demonstrate no-loss-of-function capability under the

maximum hypothetic earthquake. Mechanical and electrical equipment has been purchased

under specifications that include a description of the seismic design criteria for the

plant."

Vol. 2

Sec. 8.5

p. 8.5-1 &

p. 8.5-2

p. 5A-16, B-37

53-5

SEISMIC REVIEW TABLE Docket Number

50-271

METHOD OF DESIGN SPECTRA NAME AND NSSS EARTHQUAKE DATA COMEINATION

TYPE OF THE

PLANT NO, OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE HOR. VERT. INTENSITY HOR. VERT. AND ITS SPECTRA 9 9 MM 9 3 COMB.

Vermont Yankee 0.07 0.046 V to low 0.14 0.093 1952 Taft earthquake Each hor- SRSS Housner spectra Time-history

Nuclear Power Station VII N69°W izontal method using

combined earthquake N690W

with the component of Taft Reactor type: BWR vertical earthquake norsimulta- malized to 0.07g Montainment type: neously, (0.1 4 g). Mark I (steel) resulting

two dis9SSS Manufacturer: tinct See also "adddGeneral ElectrictitSeaload- seismic tional informarchitect Engineer: cases. tion concerning Eaco Engseismic analysis Ebasco of piping" in

App. I.

kpp. C, Question C-1,

Sec. App. A See App. A., Sect. App. I,

C.2.6 p. A.5-6 5, Fig. 10 p1.2-144

2-67/3-72 p. 2.5-9 p. 12.2-6 p. 2 . 5 - 9 p.1 2 .

2 -i App. A p.C.2-22

54-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF G_ PROFILE DAMPING ON

ITS AND DEPTH TYPE THICKNESS V PROFILE TABLE MODELLING OF SOIL MODAL sDAMPING

mat a6 2

Concrete mat. 6,500 fps Unclear informatioi l.Vernon Lumped mass 1.53 x 10 lb/in Not available Not ad(About E 230 Dam is about vailable

availalbe. a u

0 and existing 3,500 ft. with soil

11 Class I struc- o o 0 Ca oground surface is downstream. springs ures except main .4 •@ 250 from boring 2. Other

stack are founded logs presented in dams are 32, on bedrock. The Xc ,4 0 sec. 2.5) 75 and 132

main stack rests 0 1 0 s ) A- miles. up- on end bearing 01 a IIstrm . ut S stream. But

steel piles which a > have reletransfer the loads g t

the atively edrok. lo'u to e b k Uheads from o the b29 to 62 ft.

o0 co

Questions 12.18 0 P -4

12.19 12.22 .1 " MU 0

App. 1, p- 12-69 ca W z Sec. 2.5.2.5.2 Sc . i.3

• a4

4 4 44p . 2 .5 - 6 p 2 . - A p . .1S e c . 2 . 5 .2 .5 .2 , p . 2 .5 - 6

5.-4d a:

p. 2.4-1 App. A.

U. o a ýM• -

54r2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING

OBu/SSZ (Z critical damping) LOAD COMBINATION (Allowable Stress) ACCEPTANCE CRITERIA

& ALLOWAfLE*STRESSES

1. Reinforced concrete structures 5.0 1. D + L + E 1. Normal allowable code stresses 1. ACI 318-63

are used.No increase in design 2. AISC (1963)

2. Steel frame structure 2.0 stresses for the load combinations

considered is premitted. "Allowable Stress Design."

3. Bolted or riveted assembly 2.0 2. D + L + R + E

D + L + W' 2. Yield stresses for ductile ma- terials 0.85 times of ultimate

strength concrete.

D - Deal load R - Jet force or pressure due to

L = Live load rupture of one pipe

E - OBE

E' - DBE Sec. 12.2.1, p. 12.2-2

Note that no load factors were applied to the equations above

because no plastic strength design for steel structures or

ultimate strength design for concrete was used. "Allowable

stress design."

Sec. 12.2.1.2.1, p. 12.2-6 Question 12.15, App. I, p. 1.2-66 Sec. 12.2.1, p. 12.2-1

Se.1.., .1.-

54-3
SEISMIC REVIEW TABLE

MECRANICAL & PIPING

I DESIGN CRITERIA

DAMPING METHOD

OBE/SSE (% criti- OF ACCEPTANCE CRITERIA

cal damping) QUALIFICATION LOAD COMBINATION & ALLOWABLE STRESSES

-Welded assembly 1. Analytical Primary containment Stress Limit

(Equipment and supports) 1.0 2. Testing L.C.

Normal & Upset ASME B&PV Code, Sect. III, Su1 section B.

-Vital Piping System 0.5 1. DL Membranestress intensity SA = 1.0 = 17,500 psi

2. Design pressure Primary local membrane and befding

3. Design temperature Slimit = 1.5 SM = 26,250 psi

4. Piping and mechanical loads

5. Design basis earthquake Membrane plus secondary bendi g

S limt = 3.0 SM . 52,500 psi

Emergency condition loads Primary local stress = 90%

1. Dead load of yield strength @ design

2. Design pressure ofmyelstre

3. Design temperature temperature

4. Piping and mechanical loads Sa = 0.90 X 33,700 = 30,330 si

5. Maximum hypothetical earthquake

For flooded containment condition

1. Dead weight Primary local stress = 90%

2. Design basis earthquake of yield strength @ 100OF

3. Flooding water load Sa = 0.90 X 38,000 = 34,200 si

App. C. pg. C.2-30

Sec. 12.2.1.2.1, p. 12.2-6 App. C pI CI

54-4
SEISMIC REVIEW TABLE

54-5

SEISMIC REVIEW TABLE Docket Number

50-29

METHOD OF DESIGN SPECTRA

NAME AND NSSS EARTHQUAKE DATA** COMBINATION

TYPE OF 'THE

PLANT NO, OF

OBE SSE EARTHQUAKE EARTH. MODAL TYPE OF GROUND METHOD OF

COMP. GENERATION OF

TIME HISTORY USED COMB. DESIGN SPECTRA FLOOR RESPONSE

CP/OL ISSUE DATE HOR. VERT. INTENSITY HOR. VERT. AND ITS SPECTRA g g Mg g COMB.

Yankee Rowe VI

Nuclear Power

Stator n. 

Reactof 

No eismic nalysis Performed _ type: PWR

Contairment type:

Spherical (steel)

jSSS Mgnufacturer:

Wesdtnghouse

Architect Engineer:

Stone and Webster

Enginieer Corp.

11-57/7-60

* Remarks: Information obtained from BNL Docket Search and SEPB Report by LLL "Seismic uesign

Bases and Criteria for Yankee Rowe Generating Station", EDAC 175-130.02, January 1979.

55-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION FONAINWATER DAM OF C3 PROFILE DAMPING ON

ITS DEPTH 

.ADTYPE THICKNESS V BDAMPING

PROFILE TABLE MODELLING OF SOIL MODAL

(0 -0 

0 

P 

011 

I" wa 

1, 

Not Not available Not available Sherman Dam No soil-structire available 0 z-ao .IV' I 

Ineaction analysis '0 '0 100w1-4 (7,' '0:

o o~o U -d- I n

z -H :3 O 00 1 c J

-H InbO X 0 w O w

a00) a)'0 00

w40d to 1-4 '0t 00C44- 'z 0.g~~ W 0 O J 3

o wo - u) 0 c a) .0.HOq 0 Ln na)0 r, 4 Q) uc w : -H

0 o 0I~ P~ J- a - u0 00 '0

a)na00. Z0r- -HE- H

0. .4.) P. 1 0 Jd 

W.Co 0 r.r-.H'04-o 0

,EA'00jM-40~-

'0 0 -4

0t 0 >1 4~a) p 1' t '-4 a ! "~ p 0 J-' i 0 w En aH *o a) 4ji *Hao

0o- $00Cf u'r. 0i

p 6010ii0 w wJ OH 74

.j -J0 0 W i4 DO C0 0 ,-q U aoc 5-H-I .4-

co- I4 a 4- EO 0 4j 124H w .-~ ~ a a H -HS 

A

55-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING

ODAMPINGDCOBIATO OBE/$SE LOAD ACPEPTANCE CRITERIA COMBINATION & ALLOWABLE'gTRESSES

None used "Neither structures nor equipment were classified into seismic AISC

categories, e.g., seismic category I or equivalent, but in- American Standard Building

stead were classified as safety related or non-safety related. AmericaneSta

These systems were designed and analyzed in accordance with the

design codes in effect in 1955. For structures, the design A58.1-1955

of lateral load restraint systems was dictated by wind require- ACI 318-56

ments. No lateral force provisions were made for internal

structures or equipment." ASTM - specifications for

structural steel for bridges.

ASA A56.1 - 1952

Stone aad Webster "Summary of

Structural Design Requirements

Yankee Atomic Electric Co."

J. 0. 11o. 9699, October 1957.

55-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DAMPING METHOD DESIGN CRITERIA

OBE/SSE OF

QUALIFICATION LD COMBINATION ACCEPTANCE CRITERIA

& ALLOWABLE STRESSES

None used None used Not available ASME B and PV Code, Section VIII

"Unfired Pressure Vessels"

1955 and code case 1226

ASTM specification for A300

(Class A201, Grade B, Firebox

Quality)

55-4
SEISMIC REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA

OBE/SSE OF ,E

QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA &

ALLOWABLE STRESSES

None used None "Electrical penetrations, control room systems, etc, were Not available

designed based on nuclear, mechanical and functional criteria.

No provisions for lateral loads."

55-5

SEISMIC REVIEW TABLE Docket Number

50 - 295, 304

NAME AND NSSS

TYPE OF 'THE

PLANT

CP/OL ISSUE DATE

EARTHQUAKE DATA METHOD OF

COMBINATION DESIGN SPECTRA

-l 1 1 I

EARTHQUAKE

TIME HISTORY

NO, OF

EARTH.

COMP.

USED

AND ITS

MODAL

COMB.

TYPE OF GROUND

DESIGN SPECTRA

METHOD OF

GENERATION OF

FLOOR RESPONSE

SPECTRA

__________________4~LW.±~~~~~~ + +

Zion Nuclear Plant

Unit 1 and 2

Reactor type: PWR

Containment type:

6 buttresses with

shallow dome (prestressed concrete)

NSSS Manufacturer:

Westinghouse

Architect Engineer:

Sargent and Lundy

Engineers

Compared with the

1940 El Centro (N-S)

earthquake record

with maximum acceleration of O.08g.

Amend. 18

Q.5.79

Each horizontal

was combined witl

the vertical components

simultaneously.

SRSS with

closely

spaced

modes combined by

absolute

sum method

(response

spectrum)

Amend. 14

1.4.23

Design response

spectra using 1940

El Centro (N-S)

earthquake record

with maximum acceleration of 0.08g

at the rock level.

Amend. 19

Q.5. 8 3

Time-history

method using

1940 El Centro

(N-S) earthquake

record.

Amend. 14, Q. 4.25

Amend. 19, Q. 5.83

Unit

Unit

1: 12-68/4-73

2: 12-68/11-73

p. 2.11-2 Q.2.26-1 .2.11-3 p.2.11-

Amend.

Q. 4 .23

14

p.2.11-2

56-1
SEISMIC REVIEW TABLE

FOUNDATION AND LIQUEFACTION ASSESSMENT SOIL - STRUCTURE INTERACTION

TYPE OF BEARING INFORMATION GROUND METHOD MATERIAL LIMITATION

FOUNDATION WATER DAM OF G. PROFILE DAMPING ON

AND TYPE THICKNESS V PROFILE TABLE MODELLING OF SOIL MODAL

ITS DEPTH s DAMPING

Reinforced con- I I a Not available Ground water is Not avail- Aux. building Not available Soil % criti- Not

crete slab 9ft V .. " o 0o near the surface able was modelled cal damping: available

thick o over much of the as fixed base OBE 2

, I o asite area assumptions 5

coH> "1 4 with lumped

0 r 4 ý C o ,-4. mass building > a) U I,:$ •model. Re4J a) ••) a, P actor buildin

-o s model has a

M 'a o W0 rocking soil

W Z 4J W 0 = spring only.

04 W Cd -0 C) A comparison W0 P4 J 0 i study was

E o o made with a

0 V soil model

10 ý Cd 0r. -

W 4 ( aJ4 sor a) ",q 0 -4 0 -4 P -• • by finite

i "H to : •element P• mesh.

,-4 ,o•4-4 0 > _4 0 $4-4arW

U 0 4J 4- a0 .Ae

Ca. cn " 1. 0 P co a aj W *c, 1 -4 W oaaD: 0- >.A zao-I I4-1 a - a W)

p 5 1 H e Co Amend. 18

P. W. U) C 0 S a p2Amend. 14 Q. 5.80 0 -1. > " Q.5.3,Q. 4 .

23

p. 2.9-4

* Type and thickness of bearing information are presented together. 56-2
SEISMIC REVIEW TABLE

STRUCTURES

DESIGN CRITERIA

DAMPING

O3E/SSE (% criti- LOAD COMBINATION ACPEPTANCE CRITERIA

cal damping) & ALLOWABLE STRESSES

Reactor containment: 0.5/2.0 1) C = (1/4) (1.05 D + 1.25 P + 1.0 T + 1.25 E) ACI Code 318-63

2) C = (1/4) (1.05 D + 1.5 P + 1.0 T) refer to page 5.1-41

3) C = (1/4) (1.05 D + 1.0 P + 1.0 T + E') for 0 values.

C = Required yield strenght of the structure as defined below AISC Manual of Steel ConD = Dead loads struction (6th Edition)

P = Design accident pressure

T = Thermal loads due to the temperature gradient through the

wall and expansion of the liner and based on a temperature

corresponding to the factored design accident pressure

E = Operating basis earthquake (OBE) load

E' = Design basis earthquake (DBE) load

W = Wind load

= Capacity reduction factor

Q. 4.23 p. 5.1-38 p. 5.1-41

56-3
SEISMIC REVIEW TABLE

MECHANICAL & PIPING

DAMPING METHOD DESIGN CRITERIA

ODE/SSE OF

(% criti- QUALIFICATION ACCEPTANCE CRITERIA

cal damping) LOAD COMBINATION _______________ Pressure Vessels Pressure Piping & ALLOWABLE STRESSES

Piping OBE OE- 0.5 0. Analytical nltclm 1) Normal a) P rS m a) P m < S ASME B&PV Code

Ppg condition b) P r(or P L) + pB < 1.5 S b) P r(or P L) + PB <- S Section III, Nuclear Vessels

and m- m mo Lmi Brvs

c) P (or P ) + P + Q S 3.0 S for limit curves:

Testing m L B m WCAP 5890, Rev. 1

2) Upset

condition a) P M< m-m S a) P m- S 1.2 S

b) Pro(or PL) + PB < 1.5 Sm b) P (or P L + P B 1.2 S

c) Pr(or PL) + PB + Q : 3.0 S m

) Emergency

condition a) P m s 1.2 S m or S a) P < 1.2 S y m

whichever is larger b) Pro(or P L + PB < 1.5 (1.2 S)

b) P (or P L) + P B 1.5

(1.2 S ) or 1.5 S which- ever is larger

4) Faulted Design limit curves as Design limit curves as

condition discussed in the text discussed in the text

Appendix D P - Primary general membrane stress intensity

.Appendix D

P- Q. $.32-1 1p. Q4.23-3 [B = Primary bending stress intensity Apni

S

y

S

= secondary stress intensity = Stress intensity from ASME B&PV Code, Section III, nuclear vessels

- Minimum specified material yield (ASME B&PV Code, Section III, Table

N-421 or equivalent)

= Allowable stress from USASI B31.1 Code for pressure piping.

Table B1-2, Appendix D

56-4
SEISMIC-REVIEW TABLE

ELECTRICAL EQUIPMENT

DAMPING METHOD DESIGN CRITERIA

OBE/SSE OF

QUALIFICATION LOAD COMBINATION ACCEPTANCE CRITERIA

ALLOWABLE via ESSES

Not available Not availible Not available Not available

56-5

NRC FORM 335 1. REPORT NUMBER (Assigned by DDC)

(7-77) U.S. NUCLEAR REGULATORY COMMISSION

BIBLIOGRAPHIC DATA SHEET NUREG/CR-1429

4. TITLE AND SUBTITLE (Add Volume No., if appropriate) 2. (Leave blank)

3. RECIPIENT'S ACCESSION NO.

Seismic Review Table

7. AUTHOR(S) 5. DATE REPORT COMPLETED MONTH IYEAR

M. Subudhi, J. Lane, M. Reich, B. Koplik April 1980

9. PERFORMING ORGANIZATION NAME AND MAILING ADDRESS (Include Zip Code) DATE REPORT ISSUED

Brookhaven National Lab May l 1E80

Upton, N.Y. 11973 6. (Leave blank)

8. (Leave blank)

12. SPONSORING ORGANIZATION NAME AND MAILING ADDRESS (Include Zip Code)

U.S. Nuclear Regulatory Commission 10. PROJECT/TASK/WORK UNIT NO.

Division of Operating Reactors

Seismic Review Group 11. CONTRACT NO.

Washington, D. C. 20555

FIN No. A3326

13. TYPE OF REPORT PERIOD COVERED (Inclusive dates)

Final October 1979-April 1980

15. SUPPLEMENTARY NOTES 14. (Leave olank)

16. ABSTRACT (200 words or less)

The Seismic Review Table is a summary of Engineering Design parameters that were employed in

the seismic analysis and design of nuclear power plants. The table covers 71 reactors

licensed to operate by the U.S.N.R.C. The information contained is listed plant by plant and

consists of OBE and SSE " " level and Modified Mercalli Intesity; Earthquake Time History

used to develop the ýiruna response spectra or as input in the dynamic analysi; Number of

Earthquake Components used and Method of Combining Them; Method of Modal Combination; Type of

Ground Design •pectra; Method oT-UeTnration of Floor--RTons • pectra- Type of Foundatil'on and

Depth; I y hcknes, lve Veocity andhr Modulus Profile oT-lTe Surrounding Su-5-

eSol--and Bedrock; "9-ou-d-Water Table Depth';nearby Dams; Modeli' Tehod used for s-il

struct-interaction; Material- - ing- of Toil"• Limitation on a amping. Damping Values

and Loading Combinations, and Acceptance Criteria for Category I Structures, Mechanical

Equipment, Piping, and Electrical systems. The goal of the Seismic Review lable is to

provide a re erence of the available information relevant to the seismic design of currently

licensed nuclear power plants.

17. KEY WORDS AND DOCUMENT ANALYSIS 17a. DESCRIPTORS

seismic data, earthquake design, dynamic analysis, soil-structure interaction

load combinations, design criteria

17b. IDENTIFIERS/OPEN-ENDED TERMS

18. AVAILABILITY STATEMENT 19. SECURITY CLASS (This report) 21. NO. OF PAGES

unclasified

20. SECURITY CLASS (This page I 22. PRICE Unlimited unclassified S

NRC FORM 335 (7-77)




UNITED STATES

NUCLEAR REGULATORY COMMISSION

WASHINGTON. D. C. 20555

OFFICIAL BUSINESS

PENALTY FOR PRIVATE USE, $300

POSTAGE AND FEES PAID

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