ATTACHMENT 1 TO LPN-92-043 PROCEDURES AND CRITERIA FOR GENERATION … › docs › ML0934 › ML093490941.pdf · Yap CPCtA&Ct*fl. CS.tCS.EN. .. C . C' C Ch., , t-e L, 9t:o - HUOOm

ATTACHMENT 1 TO LPN-92-043

PROCEDURES AND CRITERIA FOR GENERATION OF IN-STRUCTURE RESPONSE SPECTRA

NEW YORK POWER AUTHORITY INDIAN POINT 3 NUCLEAR POWER PLANT

DOCKET NO. 50-286 DPR-64

9210050260 92(9 PDR ADOCK o50oo286 P -- -PDR 9

INDIAN POINT UNIT NO. 3 SUMMARY OF SEISMIC RESPONSE SPECTRA CHARACTERISTICS

Prepared for New York Power Authority

Author: William S. LaPay

Reviewer: Narendra Prasad

Reviewer:__ _ Lee Tunon-Snjur

Westinghouse Electric Corporation Nuclear and Advanced Technology Division

Engineering Technology Department Structural Engineering & Piping Technology

P.O. Box 355 Pittsburgh, Pa. 15230

Indian Point Unit No. 3 Summary of Seismic Response Spectra Characteristics

Table of Contents

List of Figures

List of Tables

1 .0 Introduction

2.0 Seismic Design Basis

3.0 Plant Seismic Analysis

4.0 Floor Response Spectra Characteristics

4.1 Containment Structure

4.2 Inner Containment Structure

4.3 Primary Auxiliary Building

4.4 Control and Diesel Generator Building

4.5 Fan House Building

4.6 Intake Structure

4.7 Spent Fuel Pit

4.8 Shield Wall


List of Figures

Figure Title

1 Indian Point Unit No. 3 Plot Plan

2 Indian Point Unit No. 3 Plot Profile

3 Horizontal DBE Seismic Ground Response

4 Horizontal OBE Seismic Ground Response Spectra 5 Comparison of Desired Spectra and Actual Spectra Corresponding to Simulated Earthquake Record for 2% Damping

6 Comparison of Desired Spectra and Actual Spectra Corresponding to Simulated Earthquake Record for 5% Damping

7 Containment Building General Elevation Drawing

8 Dynamic Model of Containment Structure 9 Broadened DBE Response Spectra Associated with Containment Building,

Mass Point 3, Elevation 213'5" 10 Unbroadened DBE Response Spectra Associated with Containment Building,

Mass Point 3, Elevation 213'5 11 Dynamic Models of Inner Containment Structure 12 Broadened DBE Response Spectra Associated with Inner Containment

Structure, North-South Direction, Mass Point 5, Elevation 9470 13 Unbroadened DBE Response Spectra Associated with Inner Containment

Structure, North-South Direction, Mass Point 5, Elevation 94'0" 14 Broadened DBE Response Spectra Associated with Inner Containment

Structure, East-West Direction, Mass Point 5, Elevation 94'0" 15 Unbroadened DBE Response Spectra Associated with Inner Containment Structure, East-West Direction, Mass Point 5, Elevation 9470


List of Figures

Figure Title

16 Cross Sectional View of Primary Auxiliary Building

17 Dynamic Model of Primary Auxiliary Building

18 Broadened DBE Response Spectra Associated with Primary Auxiliary Building, North-South Direction, Mass Point 4, Elevation 90'0"

19 Unbroadened DBE Response Spectra Associated with Primary Auxiliary Building, North-South Direction, Mass Point 4, Elevation 90'0"

20 Broadened DBE Response Spectra Associated with Primary Auxiliary Building, East-West Direction, Mass Point 4, Elevation 90'0"

21 Unbroadened DBE Response Spectra Associated with Primary Auxiliary Building, East-West Direction, Mass Point 4, Elevation 90'0"

22 Cross Sectional View of Control & Diesel Building

23 Dynamic Models of Control & Diesel Building

24 Broadened DBE Response Spectra Associated with Control & Diesel Generator Building, North-South Direction, Mass Point 4, Elevation 70'0"

25 Unbroadened DBE Response Spectra Associated with Control & Diesel Generator Building, North-South Direction, Mass Point 4, Elevation 70'0"

26 Broadened DBE Response Spectra Associated with Control & Diesel Generator Building, East-West Direction, Mass Point 4, Elevation 70'0"

27 Unbroadened DBE Response Spectra Associated with Control & Diesel Generator Building, East-West Direction, Mass Point 4, Elevation 70'0"

28 Dynamic Model of Fan House in East-West and North-South Directions

29 Broadened DBE Response Spectra Associated with Fan House, NorthSouth Direction, Mass Point 8, Elevation 89'0"

30 Unbroadened DBE Response Spectra Associated with Fan House, NorthSouth Direction, Mass Point 8, Elevation 89'0"

iii


List of Figures

Figure Title

31 Broadened DBE Response Spectra Associated with Fan House, East-West Direction, Mass Point 8, Elevation 89'0"

32 Unbroadened DBE Response Spectra Associated with Fan House, EastWest Direction, Mass Point 8, Elevation 89'0"

33 Intake Structure General Arrangement Sections

34 Intake Structure General Arrangement Plan

35 Dynamic Model of Intake Structure

36 Broadened DBE Response Spectra Associated with Intake Structure, NorthSouth Direction, Mass Point 3, Elevation 15'0"

37 Unbroadened DBE Response Spectra Associated with Intake Structure, North-South Direction, Mass Point 3, Elevation 15'0"

38 Broadened DBE Response Spectra Associated with Intake Structure, EastWest Direction, Mass Point 3, Elevation 15'0"

39 Unbroadened DBE Response Spectra Associated with Intake Structure, EastWest Direction, Mass Point 3, Elevation 15'0"

40 Location of Spent Fuel Pit in relation to Containment

41 Spent Fuel Pit Building

42 Dynamic Models of Spent Fuel Pit

43 Broadened DBE Response Spectra Associated with Spent Fuel Pit, NorthSouth Direction, Mass Point 5, Elevation 95'0"

44 Unbroadened DBE Response Spectra Associated with Spent Fuel Pit, NorthSouth Direction, Mass Point 5, Elevation 95'0"

45 Broadened DBE Response Spectra Associated with Spent Fuel Pit, EastWest Direction, Mass Point 5, Elevation 95'0


List of Figures

Figure Title

46 Unbroadened DBE Response Spectra Associated with Spent Fuel Pit, EastWest Direction, Mass Point 5, Elevation 95'"

47 Location of Shield Wall

48 Dynamic Model of Shield Wall

49 Broadened DBE Response Spectra Associated with Shield Wall, NorthSouth Direction, Mass Point 2, Elevation 78'0"

50 Unbroadened DBE Response Spectra Associated with Shield Wall, NorthSouth Direction, Mass Point 2, Elevation 78'0"

51 Broadened DBE Response Spectra Associated with Shield Wall, East-West Direction, Mass Point 2, Elevation 78'0"

52 Unbroadened DBE Response Spectra Associated with Shield Wall, EastWest Direction, Mass Point 2, Elevation 78'0"


List of Tables

Table Title

1 Damping Factors for Class 1 Components and Structures 2 Indian Point Unit No. 3 Dynamic Characteristics, Containment Structure 3 Indian Point Unit No. 3 Dynamic Characteristics, Inner Containment, NorthSouth

4 Indian Point Unit No. 3 Dynamic Characteristics, Inner Containment, EastWest

5 Indian Point Unit No. 3 Dynamic Characteristics, Primary Auxiliary Building, North-South

6 Indian Point Unit No. 3 Dynamic Characteristics, Primary Auxiliary Building, East-West

7 Indian Point Unit No. 3 Dynamic Characteristics, Control & Diesel Generator Building, North-South

8 Indian Point Unit No. 3 Dynamic Characteristics, Control & Diesel Generator Building, East-West

9 Indian Point Unit No. 3 Dynamic Characteristics, Fan House, North-South 10 Indian Point Unit No. 3 Dynamic Characteristics, Fan House, East-West 11 Indian Point Unit No. 3 Dynamic Characteristics, Intake Structure, NorthSouth

12 Indian Point Unit No. 3 Dynamic Characteristics, Intake Structure, EastWest 13 Indian Point Unit No. 3 Dynamic Characteristics, Spent Fuel Pit, North

South

14 Indian Point Unit No. 3 Dynamic Characteristics, Spent Fuel Pit, East-West 15 Indian Point Unit No. 3 Dynamic Characteristics, Shield Wall, North-South 16 Indian Point Unit No. 3 Dynamic Characteristics, Shield Wall, East-West

vi


1 .0 Introduction

This document was prepared to provide the information as to what procedures and criteria were used to generate the plant specific design in-structure response spectra. This information is required by the NRC in res ponse to Supplement No. 1 to Generic Letter (GL) 87-02 that transmits Supplemental Safety Evaluation Report (SSER) No. 2 on SQUG Generic Implementation Procedure (GIP), Revision 2, as corrected on February 14, 1992 (GIP-2). Information was retrieved from the existing plant project file. Provided herein is the following information pertaining to the in-structure response spectra: 0 Plant seismic design basis 0 Description of plant seismic analysis methodology 0 Building dynamic characteristics that include natural frequencies of dominate building modes, lateral mode shape components,

and participation factors 0 Sample in-structure Design Basis Earthquake response spectra 0 Peak floor acceleration values 0 Amplification factors associated with floor response spectra

Please note that the in-structure plant design response spectra developed for Indian Plant Unit No. 3 as reported herein, shall be utilized for resolution of USI A-46 program. Shown in Figures 1 and 2 are a plot plan and a plot profile associated with Indian Point Unit No. 3. They are from the plant FSAR Figure No. 1.2-3 and 1.2-4 respectively.

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Figure 1 - Indian Point Unit No. 3 Plot Plan

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Figure 2 - Indian Point Unit No. 3 Plot Profile

INDIAN POINT 3 FSAR UPDATE

PROFILE LOOKING NORTH THRU TURBINE, CONTAINMENT AND FUEL

STORAGE BUILDINGS

REV. 0 JULY, 1982 - FIGURE NO. 1.2-4

2.0 Seismic Design Basis

The site seismic horizontal ground response spectra used in the design of Indian Point 3 are shown in Figures 3 and 4 for the OBE and DBE respectively. The vertical ground response spectra components are defined as two-thirds of the horizontal ground response spectra. The response spectra were developed from the average acceleration velocity displacement curves presented in TID-7024, "Nuclear Reactors and Earthquake," for large-magnitude earthquakes at moderate distances from the epicenter. As such, the curves are made up of the combined normalized response spectrum determined from components of four strong-motion ground accelerations: El Centro, California, December 30 1934; El Centro, California, May 18, 1940; Olympia, Washington, April 13, 1949; and Taft, California, July 21, 1952.

Indian Point Unit No. 3 was designed for both the Design Basis Earthquake (DBE) and the Operating Basis Earthquake (OBE). The peak ground acceleration levels associated with each of these earthquakes is given below:

Design Basis Earthquake

0.1 5g horizontal ground acceleration component 0.10g vertical ground acceleration component

Operating Basis Earthquake

0.10Og horizontal ground acceleration component 0.05g vertical ground acceleration component

These seismic acceleration values were established based on the seismology associated with the plant site. The nearest event larger than the Modified Mercalli intensity VII occurred near Cape Ann, Massachusetts in 1755. This event was classified as intensity ViIl on the Modified Mercalli Scale. However, the location of this event was more than 200 miles from the site. There are faults that pass through the foundations of Unit 3 structures. These faults are not capable per Appendix A of 10OCFR Part 100 definitions. More detailed information concerning seismology can be found in the plant FSAR, Chapter 2, Site and Environment, Section 2.8, Seismology.

UNDAMPED NATURAL PERIOD I-SEC

'1

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N 0

m

30 0

1 0

:3 c

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a, -h 0. 3

~0.2

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1.0 0.9 0.8 0.1

0.6

0.5

0.4

"1 (a c

0

N 0

0)

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(D

0

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0.3

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0'

3.0 Plant Seismic Analysis

Time history analyses were used to generate the floor response spectra for Indian Point Unit No. 3. A time history compatible with the Housner type site ground design response spectra (Figures 3 and 4) was used. Shown in Figures 5 and 6 are comparisons of the site design ground response spectra and the spectra associated with the time history for 2 and 5 percent damping normalized to 0.1g. The time histories were normalized to the OBE and DBE horizontal ground acceleration component levels for the respective analyses.

The DBE vertical floor response spectra are defined as equal to two-thirds of the horizontal DBE floor response spectra.

The floor response spectra were generally broadened by +/- 10% or larger as discussed in the plant FSAR, Section 16.1.3, under "Ground Response Spectra."

The damping values used in the design of seismic Class I components and structures are given in Table 1 as defined in the plant FSAR Table 16.1-1. It is noted that for the USI A-46 program, 5% damping will be used for the seismic analysis of SSER 1 safety equipment.

The plant site soil conditions are classified as rock, hard limestone formations. The building structures are founded on the rock. Therefore, soil structure interaction effects were not considered. The base of each building seismic model was fixed. The seismic criteria used was based on the seismic classification of the equipment and structures. The seismic classification was based on the recommendation given in:

o TID-7024, "Nuclear Reactors and Earthquakes," August, 1963, and

o G.W. Housner, "Design of Nuclear Power Reactors Against Earthquakes," Proceedings of the Second World Conference on Earthquake Engineering, Vol I, Japan, 1960, pg. 133. 134, and 137.

Equipment and structures were classified as seismic Class I, II, or Ill. A discussion of these classifications is given in the plant FSAR in Section 16.1.1, "Definition of Seismic Design Classifications." The seismic design criteria used for Indian Point Unit No. 3 for each of these classifications is presented in the plant FSAR, Chapter 16.

0.30

GROUND RESPONSE SPECTRA DERIVED FROM TIME HISTORY ANALYSIS USING

* 0.20SIUAEEATQAERCR0 A

I." DESIRED SMOOTHED RESPONSE SPECTRA

LI

0. 10

0.00 0.0 0.50 1.00

PERIOD' (SECONDS)

Figure 5 - Comparison of Desired Spectra and Actual Spectra Corresponding to Simulated Earthquake Record for 2% Damping

1.50

0.50 1.00 PERIOD (SECONDS)

1 .50

Figure 6 - Comparison of Desired Spectra and Actual Spectra Corresponding to Simulated Earthquake Record for 5% Damping

0.20

0. 10

0. 00 L-..

0.0

Table 1 Damping Factors for Class 1 Components and Structures

Component

Containment Structure

(a) Design Basis Earthquake (larger)

(b) Operating Basis Earthquake (smaller)

Concrete Support Structure of Reactor Vessel

Steel Assemblies:

(a) Bolted or Riveted

(b) WelIded

Concrete Structures above Ground:

(a) Shear Wall

(b) Rigid Frame

Piping

Per Cent of Critical Damping

5.0

2.0

2.0

2.5

1.0

5.0

5.0

0.5

Note: For the USI A-46 program, the NRC approved 5% damping value will be used for the seismic analyses of the structures and equipment.

4.0 Floor Response Spectra Characteristics

In the design basis analyses performed in the early seventies, floor response spectra were developed for the following Seismic Class I structures at the Indian Point Unit No. 3 site:

o Containment Structure o Inner Containment Structure o Primary Auxiliary Building o Control and Diesel Generator Building o Fan House Building o Intake Structure o Spent Fuel Pit o Shield Wall

Each building/structure was modelled separately for the North-South and East-West response directions. Only one model was used when the building is symmetrical. The structural drawings were used in the development of the dynamic models. Multi-degreeof-freedom lumped mass elastic dynamic models were developed for each building/structure. Floor response spectra were developed from the time history motion associated with the floor as determined by dynamic analysis. The time history ground input was defined compatible with the defined ground response spectra for the site (see Section 2.0 above). The structures of interest are of reinforced concrete construction, therefore, the structural damping used for the building structures in the DBE seismic analyses was 5 percent. The rigid region associated with each of the floor response spectra was defined as beginning at 25 Hz.

Provided in the sections that follow are the following for each of the identified structures:

o Building Dynamic Characteristics: natural frequencies of dominant building modes contributing to the in-structure response spectra; lateral mode shape components; and participation factors

o In-structure DBE response spectra (broadened and unbroadened) at important floor locations in each building

o Peak floor acceleration values at the important floor locations where response spectra are provided

0 Amplification factors associated with the floor response spectra provided, defined as the ratio of the peak floor spectral acceleration value (at 2% and 5% equipment damping) to ground DBE ZPA value (0.15g) as well as floor ZPA values.

The amplifications of the spectra peaks are reasonable. The amplifications are similar to those expected from random motion and sine beats between 5 to 10 cycles per beat (Reference 1) when the building motion is amplified. For building motion associated with structures responding near the "rigid" region, or points low in the building, the response is similar to the ground response spectrum. This is seen in the summary tables provided for each of the buildings/structures given in the sections that follow.

4.1 Containment Structure

The Reactor Containment is a steel lined reinforced concrete right cylinder with a hemispherical dome and a flat base. The steel liner is a welded plate with a minimum thickness of one-quarter inch. It is attached by stud anchors to the inside face of the concrete. The containment structure cylindrical wall measures 148 feet from the basemat liner to the springline of the dome, and has an inside diameter of 135 feet. The concrete walls of the cylinder and the dome are 4'6" and 3'6" thick respectively. The inside radius of the dome is equal to the inside radius of the cylinder so that the discontinuity at the springline due to the change in thickness is on the outer surface. The flat concrete base mat is 9' thick with the bottom liner plate located on top of this mat. The bottom liner plate is covered with 3' structural slab of concrete which serves to carry internal equipment loads and forms the floor of the containment. The top of the base mat is at grade (El 43'). A General Elevation drawing of the Containment Building is shown in Figure 7. It was obtained from the plant FSAR, Figure No. 5.1.7. One lump mass dynamic model was used for both the North-South and East-West directions since the structure is symmetrical. The model is shown in Figure 8. Floor response spectra associated with the DBE are given in Figures 9 and 10 (broadened and unbroadened) for mass point 3. Mass point 3 is located at Elevation 213'5". The dominant mode of the Containment Structure is at approximately 4 Hz. Given in Table 2 are the frequencies and lateral mode shape components and participation factors associated with the significant modes. Given below is a summary of important key parameters associated with the horizontal spectra using mass point 3 and the peak at 4.2 Hz.

Mass Point Elevation Ground Floor Damping Peak Ratio Ratio ZPA ZPA Acc. (6)/(4) (6)/(3)

(1) (2) (3) (4) (5) (6) (7) (8) -- -------------------------------------------------------------------------

3 213'5" 0.15g 0.3g 2% 3.6g 12.0 24.0 3 213'5" 0. 15g 0.3g 5% 1.9g 6.4 12.7

INDIAN POINT 3 FSAR UPDATE CONTAINMENT BUILDING GENERAL ELEVATION I

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Figure 8 - Dynamic Model of Containment Structure

15

RE3U NCY (,HERTZ) 100 5.0 6.33 2.5 2.0 1.67 1.428 1.25 I.ii

0.0 .1 .2 .3 .4 .5 .6 .7 .8 .9 PE RI0D(S 6CONDS)

Figure 9 - Broadened DBE Response Spectra Associated with Containment Building, Mass Point 3, Elevation 213'5"

FROEWJENCY (HERTZ) 5.0 3.33 2.5 2.0 1.67 1.428 1.25 1.11

I

0.0 .I .2 .3 .4 .5 .6 .7 .8 .9 PE RIO D (SECONDS)

Figure 10 - Unbroadened DBE Response Spectra Associated with Containment Building, Mass Point 3, Elevation 213'5"

10.0

Table 2 Indian Point Unit No. 3 Dynamic Characteristics Containment Structure

Modes

Frequency (Hz) 4.19

Mass Points

1 2 3 4 5 6 7 8 9 10

Mode Shapes

1.000 0.907 0.801 0.683 0.579 0.471 0.363 0.257 0.159 0.072

Participation Factors14506

11.91

-1.000 -0.631 -0.197 0.238 0.538 0.745 0.828 0.778 0.602 0.329

1.45 0.64

4.2 Inner Containment Structure

The Inner Containment structure includes the basemat, shielding, reactor cavity and canal for fuel transfer, and miscellaneous concrete and steel for floors and stairs. A three foot thick concrete ring wall, serving as a missile and partial radiation shield, surrounds the Reactor Coolant System components and supports the polar-type reactor containment crane. A 2' thick reinforced concrete floor covers the Reactor Coolant System, with removable gratings in the floor provided for crane access to the equipment underneath the floor. The operating deck is at Elevation 94 feet. The Inner Containment Structure is shown in Figure 7 given in Section 4.1.

Two separate lump mass dynamic models were used for both the North-South and EastWest directions. These models are shown in Figure 11.

Floor response spectra associated with the DBE are given in Figures 12 to 15 (broadened and unbroadened) for mass point 5 which is on the operating deck. The dominant mode is at a frequency of approximately 17 Hz and is associated with the North-South direction. The other modes, considering both the North-South and EastWest directions, are above 30 Hz. Given in Table 3 and 4 are the frequencies and lateral mode shape components and participation factors associated with the significant modes.

Given below is a summary of important key parameters associated with the mass point 5 horizontal spectra using the spectra peaks at 17.1 Hz (North-South direction). The East-West direction was not considered since the fundamental frequency is above 30 Hz.


(1) (2) (3) (4) (5) (6) (7) (8) -------------------------------------------....------------------------------------------------------------

5 (N-S) 94'0" 0.15g 0.22g 2% 1.lg 5.0 7.3 5 (N-S) 94'0" 0. 15g 0.22g 5% 0.7g 3.2 4.7

RLEC7,9 N^C ?VEL7~4,5~-~CAA4L

I44SS ,CoA7-0

~d .102.

4~-o

North-South Direction

M A .T

U,

"-0"

East-West Direction

Figure 11 - Dynamic Models of Inner Containment Structure

94. :00'

RESPONSE SPECTRUM AT JOINT 5 IN DIRECTION I

I I

Damping Damping Damping Damping

.50 Percent 1.00 Percent 2.00 Percent 5.00 Percent

.333 2 41000 11.667

I

_________

.4 5 .6

1i lit

.7 .8 .9PERIOD (SECONDS)

Figure 12 - Broadened DBE Response Spectra Associated with Inner Containment Structure, North-South Direction,

Mass Point 5, Elevation 94'"

00'IC

,000

~.1U.. U

0.0 .1

t t 4 I I IJ

RESPONSE SPECTRUM AT JOINT

1 1 7 7 7

DAMPING D A M PI N C DAMPING DAMPI.G

.50 PEI

.00 PE 2. 00 PE, 5. Co PE M

t I 1 4. 4

000 3.333 0.500

.2 3 .4

000 667

.5 .6

4235 250 1

.7 .8 .9PERIOD (SECONDS)

Figure 13 - Unbroadened DBE Response Spectra Associated with Inner Containment Structure, North-South Direction,

Mass Point 5, Elevation 94'0"

10. 000

0.)

5 IN DIRECTION I

I .0 3 F UE3N3. y 0.0 5.0 3 3 2.5 (HER T z) 2.0 1.6 7 1.428 1.25 I.11

.2 . .3 .4 .5 .6 .7 .8 .9 PERIOD(SECONDS)

Figure 14 - Broadened DBE Response Spectra Associated with Inner Containment Structure, East-West Direction, Mass Point 5, Elevation 94'0"

.IL0.0

F. 5. 0UE NC Y 10.0 -*.0 3.33 2.5 (H E R TZ) 2.0 1.5 7 1.428 1.25 II!

z 0

_j

LU U1 z .3 0

a.

0.0 .. .2 .3 .4 " .5 .6 .7 .8 .9 PE,RIOD(SECONDS)

Figure 15 - Unbroadened DBE Response Spectra Associated with Inner Containment Structure, East-West Direction,

Mass Point 5, Elevation 94'"

Table 3 Indian Point Unit No. 3 Dynamic Characteristics

Inner Containment - North-South

Modes

Frequency

Mass Points

17.13

Mode Shapes

0.000 0.291 0.513 0.768 1.000 0.198 0.395 0.742 1.000

Participation Factors1.1 0.39

46.95

0.000 0.575 0.650 0.303

-0.3 17 0.734 1.000 0.829

-0.3171.19


Inner Containment - East-West

Modes

Frequency (Hz) 32.84

Mass Points

1 2 3 4 5

Participation Factors

Mode Shapes

0.000 -0.102 -0.294 -0.610 -1.000

-0.58

115.14

0.000 0.414 0.926 1.000 0.213

0.17

4.3 Primary Auxiliary Building

The Primary Auxiliary Building is a reinforced concrete structure. The finished ground level around the building is 54'. In modelling the building it was assumed that the section below 41' is stiff ("rigid"). Cross sectional view of the building are given in Figure 16, obtained from the plant FSAR Figure No. 1.2-6.

The building was modelled separately in the North-South and East-West directions. However, the same basic model represents both directions, as shown in Figure 17, with different member stiffnesses.

Floor response spectra associated with the DBE are given in Figures 18 to 21 (broadened and unbroadened) for mass point 4 which is at Elevation 90'. The dominant mode is at a frequency of approximately 14.5 Hz for both the North-South and EastWest directions. The other modes are above 35 Hz. Given in Table 5 and 6 are the frequencies and lateral mode shape components and participation factors associated with the first two modes.

Given below is a summary of important key parameters associated with the mass point 4 horizontal spectra using the spectra peaks in the frequency region of 14.5 Hz.


(1) (2) (3) (4) (5) (6) (7) (8) -----------------------------------------------------------------------------

4 (N-S) 90'0" 0.15g 0.15g 2% 0.60g 4.0 4.0 4 (N-S) 90'0" 0.15g 0.15g 5% 0.43g 2.9 2.9 4 (E-W) 90'0" 0.15g 0.15g 2% 0.70g 4.7 4.7 4 (E-W) 90'0" 0.15g 0.15g 5% 0.46g 3.1 3.1

(0

0)

(D

0

ca

CL

ININPIT3xSRUDT PRIMARY.f.. tAUI AR BULDN

(G.A.) SECION

FE .3 U Y 19 1F O .-

41-01

Figure 17 - Dynamic Model of Primary Auxiliary Building

ER,&UENCY (HERTZ) 10.0 .o 3.33 2.5 2.0 1.67 1.428 1.25 I.1I

.- .2 .3 .4 .5 .6 .7 .8 .9 PEAIOD(SECONDS)

Figure 18 - Broadened DBE Response Spectra Associated with Primary Auxiliary Building, North-South Direction, Mass Point 4, Elevation 90'"

0.0

FREQUENCY (HERTZ) 10.Q0 5.0 3.33 2.5 2.0 1.67 1.428 1.25 1.11

I Damping 0.50 Percent 2 Damping 1.00 Percent 3 Damping 2.00 Percent 4 Damping 5.00 Percent

.2 .3 A .5 .6 .7 .8 .9 PE RIOD(SECONDS)

Figure 19 - Unbroadened DBE Response Spectra Associated with Primary Auxiliary Building, North-South Direction


.8

.7

A

z

z 0

LJJ _J .. I

I-, .'

Ui

z 0 .3 0. U) LaJ cc

.0

0.0

FREQUENCY (HERTZ) 1o..o 5.0 3.33 2.5 2.0 1.67 1.428 1.25 1.11

.1 .2 .3 .4 .5 .6 .7 .8 .9 PEPLOD(S ECONDS)....

Figure 20 - Broadened DBE Response Spectra Associated with Primary Auxiliary Building, East-West Direction


z . 6

0 I-

LU . ...J

I-l

LU

hfl

z 0 0L In.

LI

.I

0.0

FREQUENCY (HERTZ) 10..o 5.. 3.33 2.5 2.0 1.67

.9

.8

7

Z . 6

0 I

w .5 L-J w_.

1.428 1.25 1.11

. .2 .3 .4 .5 .6 .7 .8 .9 PE2IOD(SECONDS).

Figure 21 - Unbroadened DBE Response Spectra Associated with Primary Auxiliary Building, East-West Direction


0.0

Table 5 Indian Point Unit No. 3 Dynamic Characteristic

Primary Auxiliary Building - North-South

Modes

Frequency (Hz) 14.30 37.35Mass Points

1 2 3 4

Mode Shapes

0.000 0.463 0.818 1.000

Participation Factors1.27

0.000 -0.874 -0.243

-0.36

0


Primary Auxiliary Building - East-West

Modes

Frequency (Hz) 14.68 38.00

Mass Points

1 2 3 4


Mode Shapes

0.000 0.392 0.804 1.000

1.28

0.000 -0.906 -0.3 11 1.000

-0.40

4.4 Control and Diesel Generator Building

The Control and Diesel Generator Building is of concrete construction whose foundation is at Elevation 15'. A cross sectional view of the building is shown in Figure 22. Two separate lump mass dynamic models were used for the North-South and East-West directions. These models are shown in Figure 23.

Floor response spectra associated with the DBE are given in Figures 24 to 27 (broadened and unbroadened) for mass point 4 which is at Elevation 70'. The dominant modes are in a frequency range between 10 to 14 Hz. Given in Table 7 and 8 are the frequencies and lateral mode shape components and participation factors associated with the significant modes.

Given below is a summary of important key parameters associated with the mass point 4 horizontal spectra for the frequency region of dominant response.

Mass Point

(1)

Elevation

(2)

Ground ZPA

(3)

Floor Damping Peak ZPA Acc.

(4) (5) (6)

Ratio (6)/(4)

Ratio (6)/(3)

2% 1.15g 5% 0.85g

2% 0.85g 5% 0.60g

4 (N-S) 4 (N-S)

4 (E-W) 4 (E-W)

70'0" 70'0"

70'0" 70'0"

0.15g 0.15g

0.15g 0.15g

....------------------------------------------------------------- ---------------------- ....--- -- ....(7 )- --( 8 ) -

0.25g 0.25g

0.22g 0.22g

4.6 7.7 3.4 5.7

3.9 5.7 2.7 4.0

(7) (8)

Figure 22 - Cross Sectional View of Control & Diesel Building

37

geSS P0/NT -;. 2 -9

2_1

N\\\ Diretio

North-South Direction

70 - 0 "

l32.o

1p.

OIQTP:OL. P2VILD/(4

East-West Direction

Figure 23 - Dynamic Models of Control & Diesel Building

FREQUENCY (HERTZ) (0.0 5.0 3.33 2.5 2.0 1.67 1.428 1.25 1.11

.1 .2 .3 .4 .5 .6 .7 .8 .9 PERIOD (SECONDS)

Figure 24 - Broadened DBE Response Spectra Associated with Control & Diesel Generator Building,

North-South Direction, Mass Point 4, Elevation 70'0"

0.0

FREQUENCY (HERTZ) 1o.o 5.0 3.t3 2.5 2.0 1.67

p.'

A i/I

0 I

U. c ~2'~ ~ cr20 '4

I

.2 .3 .4 .5 .6

1.428 1.25 I.II

Dnping Dar .p. f n g

Dar,:p i n g Da.pi ng Daymping

S.50 1.00 2.00 5.00

Percent Per'cen t ,'e r'cnr, t Percent

I-

.7 .8 .9

PERIOD (SECONDS)

Figure 25 - Unbroadened DBE Response Spectra Associated with Control & Diesel Generator Building,

North-South Direction, Mass Point 4, Elevation 70'0"

0.0

.a.*7

A

FREQUrENCY (HRTZ) 10.0 5.0 3.33 2.5 2.0 1.67 I.,428 1.25 Iji

.1 .2 .3 .4 .5 .6 .7 .8 .9 PERfOD(SECONDS)

Figure 26 - Broadened DBE Response Spectra Associated with Control & Diesel Generator Building, East-West Direction, Mass Point 4, Elevation 70'0"

z 2:. z. 0

-I

LU 0

LU

2: 0 (A

.

0*0L 0.0

FPEQUENCy (HERTZ) 100 5.0 3.33 2.5 2.0 1.67 I.428 (.25 1.II

z

z 0

Li

l

LIJ

.1

0 0

L

cr

0.0

Figure 27 - Unbroadened DBE Response Spectra Associated with Control & Diesel Generator Building,

East-West Direction, Mass Point 4, Elevation 70'"

.1 .2 .3 .4 .5 .6 7 .8 , PE RIOD(SECONDS)


Control & Diesel Generator Building - North-South


2

Mode ShapesMass Points

0.000 0.215 0.406 1.000

1.51Participation Factors

Modes

43.45

0.000 0.736 1.000

-0.998

0.000 1.000

-0.549

0.140.55

Table 8 Indian Point Unit No. 3 Dynamic Characteristics Control & Diesel Generator Building - East-West

Frequency (Hz)13.18

Mass Points

2

Mode Shapes

0.000 0.055 0.101 0.123 1.000


Modes

29.60

0.000 0.399 0.714 1.000

-0.157

1.06

0.000 0.025 0.098 0.685

-1.000

-0.01

4.5 Fan House Building

The Fan House Building is primarily of concrete construction, located next to the fuel storage building.

Two separate lump mass dynamic models were used for the North-South and East-West directions. As shown in Figure 28, the East-West model is in the plane of the paper, and the North-South model is a grid model with the response normal to the plane of the paper.

Floor response spectra associated with the DBE are given in Figures 29 to 32 (broadened and unbroadened) for mass point 8 which is at Elevation 89'. The dominant modes are in a frequency range between 7 to 13 Hz. Given in Tables 9 and 10 are the frequencies and lateral mode shape components and participation factors associated with the significant modes.

Given below is a summary of important key parameters associated with the mass point 8 horizontal spectra for the frequency region of dominant response.


(1) (2) (3) (4) (5) (6) (7) (8) ----------------------------------------------------------------------------


79 ~.0'*

LL qO

CAW. 1.2.

Note: North-South Model Response is normal to the plane of the paper.

Figure 28 - Dynamic Model of Fan House in East-West and North-South Directions

LI;

FREQUENCY' 10.0 5.0 3.33 2.5

(HERTZ) 2.0 1.67 1.428 1.25 1.11

PER 10 .(SECON'DS)

Figure 29 - Broadened DBE Response Spectra Associated with Fan House, North-South Direction, Mass Point 8, Elevation 89"

0

z 0 I

li W, 1'0

_~j LLU

LU

i,i z 0 CL CD LUJ

FREQUENCY (HERTZ) 10.0 5.0 .3,33 2.5 2.0 1.67

*4 . 5 PFRIOD0 (SECOND4

1.428 1.25 1.11

Figure 30 - Unbroadened DBE Response Spectra Associated with Fan House, North-South Direction, Mass Point 8, Elevation 89'0"

z 0 I

LU

ULU

0

V,) h..J

FRE.QUENCY (HERTZ) 33 2.5 2,0 1.67

• ..e. .4 .5l .- -7 PERIOD (SECONDS)

Figure 31 - Broadened DBE Response Spectra Associated with Fan House, East-West Direction, Mass Point 8, Elevation 89'"

0

02.

o

!-

Q_

LjJ

J

FRE UENCY (HERTZ) 10.0 5.0 3.33 2.5 2.0 1.67

.3 .4

1.428 1.25 1.11

PERIOD (SECONDS)

Figure 32 - Unbroadened DBE Response Spectra Associated with Fan House, East-West Direction, Mass Point 8, Elevation 89'0"

. .9

;3

2. C

LU ur.'. 0

z 0

CL

V)

• 5 .6

Table 9 Indian Point Unit No. 3

.Dynamic Characteristics Fan House - North-South

Modes

Frequency (Hz) 2.74

Mass Points Mode Shapes

0.000 0.000 0.000 0.000

-0.000 -0.001 -0.001 -0.001 0.011 0.007 0.001 0.017 0.017 0.013 0.040 0.001 0.000 1.000


11.57 11.76 21.34

0.000 0.000 0.000 0.000

-0.006 -0.015 -0.020 -0.023 0.426 0.261 0.034 0.574 0.480 0.336 0.657 0.008 0.004 1.000

1.30

0.000 0.000 0.000 0.000 0.209 0.549 0.832 1.000 0.541 0.326 0.042 0.393 0.135 0.061

-0.090 -0.010 -0.006 -0.586

1.20

0.000 0.000 0.000 0.000 0.105 0.273 0.406 0.487

-0.473 -0.303 -0.039 -0.683 -0.267 -0.129 0.120 0.016 0.008

1.000 0.40

0.000 0.000 0.000 0.000

-0.002 -0.014 -0.040 -0.053 -0.231 -1.000 -0.221 -0.170 -0.241 -0.096 0.418

-0.079 -0.028 -0.244

-0.60

8.19

ITable 10 Indian Point Unit No. 3

Dynamic Characteristics Fan House - East-West

2 -3Modes

Frequency (Hz)4.20

Mass PointsMode Shapes

0.000 0.000 0.000 0.000 0.008 0.014 0.017 0.0 19 0.021 0.015 0.006 0.022 0.024 0.025 0.075 0.069 0.024

-1.000

-0.40Participation Factors

8.39 13.20

0.000 0.000 0.000 0.000 0.064 0.108 0.136 0.152 0.153 0.117 0.049 0.156 0.157 0.160 0.399 0.399 0.146 1.000

0.96

0.000 0.000 0.000 0.000 0.152 0.253 0.318 0.357 0.336 0.267 0.116 0.337 0.315 0.315 0.593 0.615 0.261

-1.000

1.40

0.000 0.000 0.000 0.000 0.463 0.707 0.860 1.000 0.643 0.642 0.352 0.571 0.139 0.062

-0.890 -0.983 -0.212 0.180

0.58

6.93

4.6 Intake Structure

The Intake Structure foundation is located below grade at Elevation (-)27'. General arrangement drawings of the Intake Structure foundation are given in Figures 33 & 34. They were obtained from the Plant FSAR Figure No.s 10.2-27 and 10.2-28.

The lumped mass dynamic model is shown in Figure 35 applicable for both the NorthSouth and East-West directions.

Floor response spectra associated with the DBE are given in Figures 36 to 39 (broadened and unbroadened) for mass point 3 which is at Elevation 15'. The dominant mode frequencies are approximately 12 Hz in the North-South direction, and 18.5 Hz in the East-West direction. Given in Tables 11 and 12 are the frequencies, lateral mode shapes, and participation factors associated with the significant modes.

Given below is a summary of important key parameters associated with mass point 3 horizontal response spectra for the frequency region of dominant response.


(1) (2) (3) (4) (5) (6) (7) (8) -S) 15'0" 0..------------------------------

3 (N-S) 15'0" 0.15g 0.20g 2% 0.78g 3.9 5.2 3 (N-S) 15'0" 0.15g 0.20g 5% 0.55g 2.8 3.7 3 (E-W) 15'0" 0.15g 0.19g 2% 0.74g 3.9 4.9 3 (E-W) 15'0" 0. 15g 0.19g 5% 0.53g 2.8 3.5

(D

CA)

c/) .. '.

-4.

c

0

(D

5ECTIONA 'SA (D SECTIO0N3 (D

0

INDIAN POINT 3 FSA IPOATE INTAKE STRUCTURE

GENERAL ARRANGEMENT SECTS. .-... REV.2 JULY1 990 IFlum N.1Q.2-7

]V4.o iik1ElI

------------- Y

I d: D5CHARGELi i s*a.7

, IT

-n

C

CA)

CD

cn

0

CA C

(hD

:3 CD

CD 3 mD

yrIT l.a

I. I

~-~Z 1f4

5 ~

'zV "~

j[11 ~i;I -~ __ -I

a.

* ~ N

N N -- N N

N N

\N ~

N N~

-N ~ N.~ i\4?:'

a.,. -~ x-a-~ 1~-- -

7.--L~L4 .,

xx 4'

'a .a ''

,~,K' \

;:z / I- 'ab

a~K5 a '~ ~ ~ 4irmnrUI4,44I.,I.rIflflflI4~aI4m,

I INTAKE STRUCTURE ' 6ENRALARRANGEMENT PLAN

.1

I

A

F r 5 D.-m 0 o

77;7 7- -

Figure 35 - Dynamic Model of Intake Structure

FREQUENCY (HERTZ) 1OD -5.0 a.33 2.5 2.0 1.67 1.428 1.25

3 .4 .5. PERPOD(SECONDS)

Figure 36 - Broadened DBE Response Spectra Associated with Intake Structure, North-South Direction, Mass Point 3, Elevation 15'0"

-FREQUENCY (HERTZ) 10.0 5.0 3.33 2.5 2.0 1.67 1.428 1.25 1.11

I I I 1 Damping 0.50 Percer 2 Damping 1.00 Percer 3 Damping 2.00 Percer

- 4 Damping 5.00 Percer

.9

1~~~1 3333;7 iee *:~

,S 1

- - - - -

PERIOD (SECONDS)

Figure 37 - Unbroadened DBE Response Spectra Associated with Intake Structure, North-South Direction, Mass Point 3, Elevation 15'0"

z 0

c

LIJ

_j Ui

,.,V.!

. 7 .. 9

FREQ'UENCY (HERTZ) 5.0 3.33 2.5 2.0 1.67 1.428 1.25 1.11

V.V . .2 .3 .4 .5 .6 .7 PERIOD (SECONDS)

Figure 38 - Broadened DBE Response Spectra Associated with Intake Structure, East-West Direction, Mass Point 3, Elevation 15'0"

IO.D

.z

z 0

LU -j

LU

U,.

0 CU, LU

Cr

.Ik-

9

FREQUENCY (HERTZ) 10.0 5.0 3.33 2.5 2.0 1.67Ec CW^ 1:::

I I I I - I 1

I.J28 1.25 1.11

13 AI P E~

IV- - - -1-A

7Z7

t \ :

.1 .2 .3 .4 .5 .6 .7 PE EIOD(SECONDS)

.8 .9

Figure 39 - Unbroadened DBE Response Spectra Associated with Intake Structure, East-West Direction, Mass Point 3, Elevation 15'"

0.0

3.333 , , ,,

Table I1I Indian Point Unit No. 3 Dynamic Characteristic

Intake Structure - North-South


2


0.000 0.826 1.000


Modes

46.98

0.000 1.000 0.439

0.000 0.868

-1.000

0.07 0.08


Intake Structure - East-West

Modes


Mass Points

1 2 3

Mode Shapes

0.000 0.682 1.000


49.84

0.000 1.000

-0.309

1.10 0.23

4.7 Spent Fuel Pit

The Spent Fuel Pit is part of the Fuel Storage Building. It is constructed of reinforced concrete and is founded on rock. The steel superstructure above the pit (above Elevation 95'0") encloses the pit and supports the fuel cask handling crane. This superstructure was designed as a Class III structure. The Spent Fuel Pit is shown in Figures 40 and 41. They are obtained from the plant FSAR Figure No.'s 5.1-6 and 1.2-7.

The dynamic model, applicable for both the North-South and East West directions is shown in Figure 42. Mass points 2 to 5 represent the Spent Fuel Pit.

Floor response spectra associated with the DBE are given in Figures 43 to 46 (broadened and unbroadened) for mass point 5 which is at Elevation 95'. The dominant modes are above 20 Hz for both directions. Given in Tables 13 and 14 are the frequencies, lateral mode shape components, and participation factors associated with the significant modes.

Given below is a summary of important key parameters for the mass point 5 horizontal response spectra associated with the frequency region of dominant response.


(1) (2) (3) (4) (5) (6) (7) (8) --------------------------------------------------------....

------....----------------------------------- .


0

0

0 D

-3.

0

0

0

-o,

5.

0 +.:,

(D -4

...-.

9 .C.+ * L I

1~-I - .1,

-_

114IAN POINT 3 FAR U~t CONTAINMENT B UILDING GENERAL ELEVAION

SiIEET 2 REV. I JULY, 19F XFO NO. S.,-6

i-i'' Ii

WNW+ 9 7 ;

PLAN

rT

-. -p-" L4I.~J-1 ''~~ ' t

c) f

mm.

.AI.

IMIIAN POINT1 3 SRIO

SPENT FUEL PIT BUILDING (GA.J R-1. JULY1990 FrGLWW Nr. 1.2-

CD

CL

5446,I (/1/ /

Figure 42 - Dynamic Model of Spent Fuel Pit

66

F;2EQUENCY (HERTZ) 5.0 3.33 2.5 2.0 1.67 1.4E8 1.25 1.11

1 331 S i .

2 -4 r :arc 3 -- .3 P =r.,c __i

.2 .3 .4 .5 PE IC D(SECONDS)

.7 .8 .9

Figure 43 - Broadened DBE Response Spectra Associated with Spent Fuel Pit, North-South Direction, Mass Point 5, Elevation 95'0"

10.0

Q

z 0

1

I

-J

0

Li~i

0.0

FREOUENCY (HERTZ) o.o 5.0 3.33 Z.5 2.0 1.67

.6

1.428 1.25

C.0 .1 .2 .3 .4 .5 .6 .7 .8 .9 PERIOD(SECONDS)

Figure 44 - Unbroadened DBE Response Spectra Associated with Spent Fuel Pit, North-South Direction, Mass Point 5, Elevation 95'0"

FREQ.ENCY (HERTZ) 10.0 5.0 333 2.5 2.0 1.67 1.428 1.25 LU

4 -. .... . ,_ .. . :,, * a~r 3 .50 Pe-rcy.t

3 Ca-ing 2.0 C : l

4 Damping .. 2 Perc

.A .2 .3 .4 .5 PE NORD(S CON14DS)

.7 .8 .9

Figure 45 - Broadened DBE Response Spectra Associated with Spent Fuel Pit, East-West Direction, Mass Point 5, Elevation 95'0"

0.0

FREQUENCY (HERTZ) 10.0 5.0 3,33 2.5 2.0 1.67 1.428 1.25 1.11

3 3 3 .

I 7T

An :0 V

Z ,, /'

S'~ I i \i

UJ .J U.j A AI

< ! '

U 3 ... . A l/K A

0.0 .1 .2 .3 .4 .5 .6 .7 .8 .9 PE RIO(SECONDs)

Figure 46 - Unbroadened DBE Response Spectra Associated with Spent Fuel Pit, East-West Direction, Mass Point 5, Elevation 95'0"


Spent Fuel Pit - North-South

Modes


Mass Point

1 2 3 4 5 6 7

Mode Shapes

0.000 0.246 0.548 0.808 1.000

-0.046 0.006

Participation Factors 1.31 0.38

61.39

0.000 0.97 1 1.000 0.136

-0.965 0.006

-0.0001.31


Spent Fuel Pit - East-West

1

Mode Shapes

0.000 0.253 0.533 0.797 1.000

-0.052 0.015

1.32

Mass Points

1 2 3 4 5 6 7


60.42

0.000 -0.955 -1.000 -0.165 0.927

-0.006 0.000

-0.38

4.8 Shield Wall

The Shield Wall is of concrete construction located outside of the Containment Structure. Its foundation is at Elevation 7'0". The location of the Shield Wall is shown in Figure 47 as defined by the plant FSAR Figure No. 5.1-5. The dynamic model is shown on Figure 48. The North-South model responds in the plane of the paper; whereas, the East-West model is a grid model responding normal to the plane of paper.

Floor response spectra associated with the DBE are given in Figures 49 to 52 (broadened and unbroadened) for mass point 2 which is at Elevation 78'0". The dominant mode frequencies are approximately 3 Hz for the East-West direction, and 15 Hz for the North-South direction. Given in Tables 15 and 16 are the frequencies, lateral mode shapes, and participation factors associated with the significant modes. Given below is a summary of important key parameters for the mass point 2 spectra associated with the frequency region of dominant response.

Mass Point Elevation Ground Floor Damping Peak Ratio Ratio

ZPA ZPA Acc. (6)/(4) (6)/(3) (1) (2) (3) (4) (5) (6) (7) (8) ------------------------------------------------------... _.----------------------------------------------- .

2 (N-S) 78'" 0.15g 0.21g 2% 0.80g 3.8 5.3 2 (N-S) 78'0" 0.15g 0.21g 5% 0.52g 2.5 3.5 2 (E-W) 78'0" 0.15g 0.41g 2% 2.16g 5.3 14.4 2 (E-W) 78'0" 0.15g 0.41g 5% 1.25g 3.1 8.3

(0

°

0

0

(D -I _f _. .0' ---

EL-1

INIAN POINT 3 FSAR UPDATE I CONTAINMENT BUILDING GENERAL ELEVATION

SHEET I 1"

V " 2.JULY 1992 , 5. ,5

I"1 Ito I

Figure 48 - Dynamic Model of Shield Wall

75

FREQUENCY (HERTZ) I0..0 5.0 3.33 2.5 2.0 1.67

Z

z 0

w

I., W

W

z 0 0(n

1.028 1.25 "1.11

D.4 SE. .6 . . PERIOD (SECONDS)

Figure 49 - Broadened DBE Response Spectra Associated with Shield Wall, North-South Direction, Mass Point 2, Elevation 78'0"

FREQUENCY (HERTZ) l0..0 5.0 3.33 2.5 2.0 1.67 1.028 1.25 I.11

z

z 0 cc w

Uj

LJ ii

L~il

z 0

,I wL Cr.

CIO AEI .4 . .. 6 .7 PERIOD (SECONDS)

Figure 50 - Unbroadened DBE Response Spectra Associated with Shield Wall, North-South Direction, Mass Point 2, Elevation 78'0"

FREQUENCY (HERTZ) lo..o 5.0 3.33 2.5 2.0 1.67

- -

.1 .1 .3 .4 .3 .6 PERIOD (SECONDS)

1.028 1.25 LII

.7 .8 .1 t.0

Figure 51 - Broadened DBE Response Spectra Associated with Shield Wall, East-West Direction, Mass Point 2, Elevation 78'0"

FREQUENCY (HERTZ) IO.0 5.0 3 .33 2.5 2.0 1.67

..

PERIOD (SECONOS)

1.028 1.25 i.1I

Figure 52 - Unbroadened DBE Response Spectra Associated with Shield Wall, East-West Direction, Mass Point 2, Elevation 78'0"


Shield Wall - North South Direction

Modes

Frequency (Hz)


1.000 0.993 1.000 0.735 0.734 0.735 0.447 0.447 0.447 0.175 0.176 0.175 0.048 0.050 0.048 0.004 0.004 0.004


52.18

-1.000 -0.921 -1.000 -0.172 -0.172 -0.172 0.582 0.567 0.582 0.804 0.791 0.804 0.700 0.691 0.700 0.424 0.420 0.424

0.34

14.95

.Table 16 Indian Point Unit No. 3 Dynamic Characteristics

Shield Wall - East West Direction

Modes

Frequency (Hz) 3.35 7.74

Mass Points

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18


Mode Shapes

1.000 1.000 1.000 0.584 0.584 0.584 0.224 0.224 0.224 0.011 0.011 0.011

-0.008 -0.008 -0.008 -0.001 -0.001 -0.00 1

-1.000 0.000 1.000

-0.691 0.000 0.691

-0.332 0.000 0.332

-0.030 0.000 0.030 0.009 0.000

-0.009 0.003 0.000

-0.003

-0.500 1.000

-0.500 -0.387 0.774

-0.387 -0.215 0.429

-0.215 -0.027 0.054

-0.027 0.002

-0.005 0.002 0.000

-0.001 0.000

-0.909 -0.909 -0.909 0.768 0.768 0.768 1.000 1.000 1.000 0.120 0.120 0.120

-0.041 -0.041 -0.041 -0.021 -0.021 -0.021

1.30.00-0.00 0.49

19.2617.02

1.35 0.00

a

5.0 References

1. Joung, K.S., K.E. Rouch, S.H. Telander, D.S. Totten, "Seismic Testing of Switchgear and Control Equipment," paper T72-537-9, presented at the IEEE PES Summer Meeting, San Francisco, Calif., July 9-14, 1972.

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