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Text

Seismic Analysis Rept.'
	ML20107F066
Person / Time
Site:	Vogtle
Issue date:	10/31/1984
From:	; BECHTEL GROUP, INC.
To:	;
Shared Package
ML20107E986	List: ML20107E990; ML20107E993; ML20107E999; ML20107F009; ML20107F017; ML20107F027; ML20107F033; ML20107F040; ML20107F043; ML20107F055; ML20107F062; ML20107F066;
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- .VOGTLE ELECTRIC GENERATING PLANT GEORGIA POWER COMPANY L-

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SEISMIC ANALYSIS REPORT

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I l-Prepared by I:

Bechtel Power-Corporation, Los Angeles, California October 1984 I pgTa! Pen 8)b A

I .. - _ - _ - - _ - - - - -

VEGP-SEISMIC ANALYSIS REPORT L

p. . TABLE OF CONTENTS L.

Section' Page 1.0. INfRODUCTION 1-1/2 (L

2.0 DESIGN BASES 2-1 f 2.1 General 2-1 2.2 Seismic Input 2-2 Soil-Structure Interaction Effects 2-2

( 2.3 2.4 Seismic Wave Propagation Effects 2-3/4 L 3-1 3.0 MATERIAL PROPERTIES 3.1_ Structure Properties 3-1

(. 3.2 . Soil Properties 3-1

[ 4.0 STRUCTURE MODELS 4-1 4.1 Modeling Techniques for Structures 4-1 4.2 Containment Building 4-3 4.3 Auxiliary Building 4-4

'4.4 Control Building 4-4 4.5- Fuel Handling Building 4-5 f 4.6 NSCW Tower and Valve House 4-6 4.7 Diesel Generator Building 4-7 4.8 Auxiliary Feedwater Pumphouse 4-8

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4.' Category 1 Tanks 4-3

( 5.0 SEISMIC INPUT 5-1/2 6.0 SOIL-STRLOTURE INTERACTION ANALYSES 6-1 6.1 Analysis Methodology 6-1 6.2 Deeply Embedded Structures 6-2 6.3 Shallowly Embedded Structures 6-8 I 6.4 Buried Struct!ures 6-11/12 6.5 Design Results 6-11/12 I

i

l VEGP-SEISMIC ANALYSIS REPORT TABLE OF CONTENTS (cont)

Section Page 7.0 SEISMIC WAVE PROPAGATION EFFECTS 7-1 7.1 Category 1 Structures 7-1 7.2 Equipment, Systems and Components 7-1 8.0 EFFECTS OF FLOOR FLEXIBILITY ON RESPONSE SPECTRA 8-1 8.1 Containment Building 8-1 8.2 Other Category 1 Structures 8-2 9.0 MISCELLANEOUS ANALYSES 9-1 9.1 Interaction of Non-Category 1 Structures With Category 1 Structures 9-1 9.2 Structure Displacements 9-1 9.3 Evaluation of Layout Changes 9-2

10.0 CONCLUSION

10-1/2

11.0 REFERENCES

11-1/2 APPENDICES A Impedance Functions for an Arbitrarily Shaped Foundation'on a Layered Medium B Design In-Structure Response Spectra l

l ii

$ VEGP-SEISMIC ANALYSIS REPORT m

LIST OF TABLES M Table Page 3-1 Damping Values for Fixed Base Structures and Components 3-5/6

}. 4-1 Containment Shell Model - Nodal Coordinates in Local Coordinate System 4-11 4-2 Containment Shell Model - Mass Properties 4-12 j

4-3 Containment Shell Model - Stiffness Properties 4-13 5 4-4 Containment Internal Structure Model -

Nodal Coordinates in Local Coordinate System 4-14 h 4-5 Containment Internal Structure Model - Mass Properties 4-15 7.y; Containment Internal Structure Model - [lh.'

f 4-6 Stiffness Eroperties 4-16 Shh y '

4-7 Containment Shell Fixed-Base Model - Free I.'I 3 Vibration Analysis 4-17 Tk

- M; i 4-8 Containment Internal Structure Fixed-Base -: ..

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m Model - Free Vibration Analysis 4-18 [(.

4-9 Auxiliary Building Model - Nodal l-(.h j Coordinates in Local Coordinate System 4-19 6 4-10 Auxiliary Building Model - Mass Properties 4-20 f.{ .,

4-11 Auxiliary Building Fixed-Base Model - Free f.Q. .

i Vibration Analysis 4-21 ].p.[e 4-12 Control Building Model - Nodal Coordinates h*

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in Local Coordinate System 4-22 Yb)

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L 4-13 Control Building Model - Mass Properties 4-23 A,4 f.

] 4-14 Control Building Fixed-Base Model - Free ;k Vibration Analysis 4-24 'f.Mj h 4-15 Fuel Handling Building Model - Nodal h.D -

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p Coordinates in Local Coordinate System 4-25 $" '.

4-16 Fuel Handling Building Model - Mass 2.N Properties 4-26 s

i iii

.L VEGP-SEISMIC ANALYSIS REPORT E

==

E' di LIST OF TABLES (cont)

+

Table Page i

4-17 Fuel Handling Building Fixed-Base Model - g Free Vibration Analysis 4-27 5 4-18 NSCW Tower Model - Ncdal Coordinates in k Local Coordinate System 4-28 5 4-19 NSCW Tower Model - Mass Properties 4-30 h 4-20 NSCW Tower Model - Stiffness Properties 4-31 (

4-21 NSCW Tower Fixed-Base Model - Free Vibration y Analysis 4-33 $

4-22 Diesel Generator Building Model - Nodal ]

Coordinates in Local Coordinate System 4-34 g 4-23 Diesel Generator Building Model - Mass _

Properties 4-35 :E 4-24 Diesel Generator Building Fixed-Base Model -

Free Vibration Analysis 4-36 f 4-25 Auxiliary Feedwater Pumphouse Model - Nodal 5 Coordinates in Local Coordinate System 4-37 ]

4-26 Auxiliary Feedwater Pumphouse Model - Mass !

Properties 4-38 4-27 Auxiliary Feedwater Pumphouse Model - $

Stiffness Properties 4-39 _

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4-28 Auxiliary Feedwater Pumphouse Fixed-Base [

Model - Free Vibration Analysis 4-40 $

4-29 Condensate Storage Tank Model - Nodal Coordinates in Local Coordinate System 4-41 4-30 Condensate Storage Tank Model - Mass Properties 4-43 -

- 11

. Condensate Storage Tank Model - Stiffness 4-44 Properties [

4-32 Condensate Storage Tank Fixed-Base Model -

Free Vibration Analysis 4-46 e

iv

VEGP-SEISMIC ANALYSIS REPORT LIST OF TABLES (cont) y f Table Page j

!- 6-1 Embedment Depths of Category 1 Structures 6-13 y 6-2 Frequencies for Floor Response Spectra j Calculations 6-14 1 7 6-3 Containment Building Design Structure. h Acceleration Values 6-15 .

=

f 6-4 Auxiliary Building Design Structure -

Acceleration Values 6-16 6-5 Control Building Design Structure Acceleration Values 6-17 j 6-6 Fuel Handling Building Design Structure ]

Acceleration Values 6-18 6-7 NSCW Tower Design Structure Acceleration 2 Values 6-19 -

m 6-8 Diesel Generator Building Soil-Structure !

System (OBE) - Free Vibration Analysis 6-20 W 6-9 Diesel Generator Building Soil-Structure 3 System (SSE) - Free Vibration Analysis 6-21 6-10 Auxiliary Feedwater Pumphouse Soil-Structure System (OBE) - Free Vibration Analysis 6-22

. 6-11 Auxiliary Feedwater Pumphouse Soil-Structure q

System (SSE) - Free Vibration Analysis 6-23 j J 6-12 Condensate Storage Tank Soil-Structure

.' System (OBE) - Free Vibration Analysis 6-24 -

6-13 Condensate Storage Tank Soil-Structure -

System (SSE) - Free Vibration Analysis 6-25 6-14 Diesel Generator Building Design l Structure Acceleration Values 6-26 6-15 Auxiliary Feedwater Pumphouse Design Structure Acceleration Values 6-27 6-16 Condensate Storage Tank Design Structure ]

Acceleration Values 6-28 ,

V

.--.ii

VEGP-SEISMIC ANALYSIS REPORT LIST OF FIGURES Figure 2-1 Free-Field Safe Shutdown Earthquake Horizontal Response Spectra 2-2 Free-Field Safe Shutdown Earthquake Vertical Response Spectra 2-3 Free-Field Operating Basis Earthquake Horizontal Response Spectra 2-4 Free-Field Operating Basis Earthquake Vertical Response Spectra 3-1 G/Gmax vs Shear Strain for Lower Sand Stratum 3-2 G/G, vs Shear Strain for Marl Bearing Stratum 3-3 G/Gmax vs Shear Strain for compacted Sand Backfill 3-4 Damping Ratios vs Shear Strain for Lower Sand Stratum 3-5 Damping Ratios vs Shear Strain for Marl Bearing Stratum 3-6 Damping Ratios vs Shear Strain for Compacted Sand Backfill 4-1 Containment Shell Fixed-Base Model 4-2 Containment Internal Structure Fixed-Base Model 4-3 Auxiliary Building Fixed-Base Model 4-4 Control Building Fixed-Base Model 4-5 Fuel Handling Building Fixed-Base Model 4-6 NSCW Tower Fixed-Base Model 4-7 Diesel Generator Building Fixed-Base Model 4-8 Auxiliary Feedwater Pumphouse Fixed-Base Model 4-9 Condensate Storage Tank Fixed-Base Model 5-1 Synthetic Free-Field Horizontal Acceleration Time History 5-2 Synthetic Free-Field Vertical Acceleration Time History i

vi

A VEGP-SEISMIC ANALYSIS REPORT F

LIST OF FIGURES (cont)

Figure 6-1 Soil Layers and Parameters 6-2 Power Block Plan View Showing Sections for Finite Element Soil-Structure Interaction FLUSH Models 6-3 FLUSH Model 1 =

6-4 FLUSH Model 2

'6-5 FLUSH Model 3 6-6 FLUSH Model 4 6-7 FLUSH Model 5 6-8 FLUSH Model 6

[ 6-9 Generation of Floor Response Spectra for Deeply Embedded Structures 6-10 Generation of Floor Response Spectra for Shallowly Embedded Structures 8-1 Comparison of SSE Vertical Response Spectra at El. 238 Ft of the Containment Internal Structure 4

vii/viii m_. . . . . .

~ VEGP-SEISMIC ANALYSIS REPORT I

1.0 INTRODUCTION

L The purpose of this report is to describe the seismic analysis

[

methodology used in Vogtle Electric Generating Plant (VEGP) to obtain design structure accelerations and in-structure response spectra for Category 1 structures. The Category 1 structures are as follows:

. Containment Building ~

Containment Internal Structure

Auxiliary Building

Control Building

Fuel Handling Building

NSCW Tower and Valve House

Diesel Generator Building f

Auxiliary Feedwater Pumphouse Category 1 Tanks

Diesel Fuel Oil Storage Tank Pumphouse

Category 1 Tunnels

[

J-I 1

1-1/2

VEGP-SEISMIC ANALYSIS REPORT L

2.0 DESIGN BASES 2.1 GENERAL VEGP seismic design methodology is based on the Standard Review Plan (SRP) (11/24/75) in effect in the years 1977 and 1978, during which period the VEGP seismic design methodology evolved.

Meetings were held with the Nuclear Regulatory Commission (NRC) i during this period to gain concurrence on this methodology. The concerns expressed by the NRC staff in these meetings were addressed in the Preliminary Safety Analysis Report (PSAR)

Supplements No. 3 and No. 4, and in the Georgia Power Company (GPC) letter to the NRC dated February 20, 1978, in which VEGP committed to multiply the envelope in-structure response spectra for the deeply embedded category 1 structures by a scaling factor of 1.5. The basis for the 1.5 scaling factor is provided in section 2.3. The scaling factor value of 1.5 was later incorpo-rated through PSAR Supplement No. 5 of November 17, 1978.

The NRC accepted the VEGP seismic design methodology in their i letter dated March 27, 1978, subject to the completion of the confirmatory study and sensitivity study in order to confirm the conservatism in the VEGP seismic analysis methodology. The confirmatory study addressed the NRC concerns on comparing the results of the finite element and impedance methods of soil-I structure interaction analysis. The sensitivity study provided .

.the justification for applying the deconvolved control motions at the foundation levels of deeply embedded Category 1 structures.

The NRC also requested that the seismic analysis includes con-sideration of a torsional moment no less than that required by the Uniform Building Code (to account for the seismic wave propagation effects), in addition to the effects resulting from the actual geometric eccentricity between the center of mass and center of rigidity at each level of the structure.

The reports on the confirmatory study and the sensitivity study together with the description of the methodology to account for torsion caused by the seismic wave propagation effects were submitted to the NRC in the GPC letter dated November 13, 1978.

2-1

- , , - . .- .- .. . . . - . . - , . . ~ ._ _,_ _

VEGP-SEISMIC ANALYSIS REPORT Therefore, PSAR Supplements No. 3, No. 4, and No. 5, together with the consideration of a torsional moment no less than that required by the Uniform Building Code to account for the seismic wave propagation effects, form the basis for the VEGP seismic design. The details of the seismic design bases are described in the following sections.

2.2 SEISMIC INPUT e Based on the plant site geologic and seismologic-investigations, the peak ground acceleration for the safe shutdown earthquake g (SSE) and the operating basis earthquake (OBE) are established as 0.20g and 0.12g, r'espectively. The horizontal and vertical -

components of the VEGP free-field design response spectra are provided in figures 2-1 and 2-2 for the SSE, and in figures 2-3 and 2-4 for the OBE. The design response spectra are in g

-~

conformance with Regulatory Guide 1.60, Design Response Spectra for Seismic Design of Nuclear Power Plants.

The three components of the design basis earthquakes are con-sidered to act simultaneously along two mutually orthogonal P horizontal directions and the vertical direction. The responses due to the three-component earthquake excitation are combined g using the Square Root of the Sum of the Squares (SRSS) criteria in conformance with Regulatory Guide 1.92, Combining Modal j Responses and Spatial Components in Seismic Response Analysis.

The damping values used for fixed-base structures and components in the seismic analysis of Category 1 structures are the same as A u-those provided in Regulatory Guide 1.61, Damping Values for g Seismic Design of Nuclear Power Plants. Refer to section 3.1 for j actual values. h F

2.3 SOIL-STRUCTURE INTERACTION EFFECTS E E

2.3.1 Shallowly Embedded Structures g The impedance method of soil-structure interaction analysis is F y

used for shallowly embedded structures, and the control motion is applied at the foundation level in the free-field. E E_

2-2 ,

i

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T

VEGP-SEISMIC ANALYSIS REPORT 2.3.2 Deeply Embedded Structures The finite element method of soil-structure interaction analysis is used for deeply embedded structures with the control motion applied at the finished grade level in the free-field. The envelope in-structure response spectra curves are obtained by considering the effects of variation of soil shear moduli, with uppe2.-bound values equal to 1.5 times the mean values and lower-h bound values equal to the mean values divided by 1.5. The resulting responte spectra are multiplied by the scaling factor

]

of 1.5. The basis for the 1.5 scaling factor is described below.

j Deconvolved free-field time-history motions were obtained at the elevations ei Category 1 structural foundations with the control motion applied at the finished grade level in the free-field, and corresponding response spectra were generated. Considering -

the variation of soil properties, envelope response spectra for

~

1 each Category 1 foundation level were developed. A comparison of the envelope response spectra thue obtained in the free-field at the foundation levels of deeply embedded Category 1 structures was made with 60 percent of the free-field design response spectra. A scaling factor of 1.5 was selected so that when the envelope response spectra curves are multiplied by the scaling factor, the 60 percent free-field design spectra are essentially enveloped. This is consistent with the requirements of the SRP

.' (11/24/75).

2.4 SET.SMIC WAVE PROPAGATION EFFECTS To account for the seismic wave propagation effects, torsional moments no less than those required by the Uniform Building Code are considered in the design of Category 1 structures, equipment, and systems. This torsional moment is additive to the effects - -

resulting from the actual geometric eccentricity between the center of mass and center of rigidity at each level of the structure.

2-3/4

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---s PERIOO (s)
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mm
-s
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i 4
.'. Figure 2-3 ;
a -
FREE FIELD OPERATING BASIS EARTHQUAKE 3 HORIZONTAL RESPONSE SPECTRA m
V E G P-SE ISh41C A N A t_Y SIS R E PO R T FREQUENCY (Hz) . - -
100 50 A 20 15 10 7 5 3 15 1 0/ 0$ L i Ui e t-rvy-, t ry . , 3
- - T'T'T ' i .i. ,-r~r--T--r'-'T--i~" er r ~~t- Y
-1
)m Y *
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~~s, h.J J ,..v3. ..LLw. /.t / .. . .~~
t" wo eo ;; ,, *<N, m u..
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2, -
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=
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411 =
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i .
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Figure 2-4 FREE-FIELD OPER ATING BASIS E ARTHQU AKE VERTICAL RESPONSE SPECTR A i
i___.....
VEGP-SEISMXC ANALYSIS REPORT 3.0 MATERIAL PROPERTIES _ .
3.1 STRUCTURE PROPERTIES i The concrete material properties used in the development of Category 1 structure models are based on the design compressive strengthofconcrete(fy)ofthecorrespondingbuilding. The values for ff of the Category 1 structures are provided below.
Containment shell structure 6000 psi Containment internal structure 5000 psi Auxiliary building 5000 psi All others 4000 psi The steel members used in the structures have a yield stress of 36 ksi with an elastic modulus value of 29,000 ksi.
The damping values used are shown in table 3-1. These values are the same as those provided in Regulatory Guide 1.61, Damping Values for Seismic Design of Nuclear Power Plants.
-- 3.2 SOIL PROPERTIES _
5 3.2.1 Description of Plant Site Soil Strata
. The depth of bedrock below the plant site is approximately 950 feet. The nominal finished grade level is elevation 220'-0".
q The explored depth at the site indicates an overburden which may be divided into the three distinct soil strata listed below.
f A. Upper sand stratum - Sands and clayey sands, varying
. from loose to dense, to a depth of 75 to 90 feet.
2 B. Marl bearing stratum - Very hard, sandy, calcareous
~
marl about 65 feet thick.
C. Lower sand stratum - Clean to silty, medium- to fine-grained dense sands below the marl to the bedrock level.
9 In the power block area which encompasses all Category 1 struc-1 tures, the upper sand stratum material and approximately the top 5 feet of clay marl bearing stratum are removed to approximately elevation 130'-0". Densely compacted sand and silty sand 1
m 3-1 '
5 m
=
VEGP-SEISMIC ANALYSIS REPORT
'r category 1 backfill is placed on the top of the marl bearing 5 _
stratum up to the design elevations of Category 1 structure i foundations, with the exception of the auxiliary building and the h nuclear service cooling water (NSCW) towers, which are founded $
e directly on the marl bearing stratum. Category 1 backfill is also ;
placed against exposed sides of Category 1 structures up to grade ;
elevation. [t -
3.2.2 Dynamic Soil Properties m
The soil properties used in VEGP soil-structure interaction .
analyses are based on the field geophysical surveys and dynamic 3 testing of soil material. [
The low strain shear modulus for the lower sand stratum is y computed using a shear wave velocity of 1800 ft/s, which is 7 based on field geophysical survey data. The strain-dependent i shear modulus and damping curves (figures 3-1 and 3-4) are based on the standard curves proposed by Seed and Idriss (reference 1).
f; Y
The low strain shear modulus for the marl bearing stratum is (
computed using a shear wave velocity of 1700 ft/s, which is ,
based on field geophysical survey data. Because the marl is y essentially a hard clay and is over consolidated with undrained .
shear strengths in excess of 10 k/ft 2, the shear modulus will [
decrease with increasing shear strain at a lesser rate than that E
of applicable soft clays, and the damping in this stratum would -
be somewhat lower than those for soft clays. The strain-dependent shear modulus and damping curves (figures 3-2 and 3-5) adopted -
for marl bearing stratum are, therefore, based on the standard curves proposed by Seed and Idriss for soft clays with appropriate modifications to account for this in-situ soil condition. h The soil properties of the Category 1 backfill are obtained from the dynamic testing of the backfill. The bases for the soil properties used in the seismic analyses are provided in " Report on Dynamic Properties for Compacted Backfill," February 1978 3-2
-D p
~
VEGP-SEISMIC RNALYSIS REPORT Qh T-a_d _
(transmitted to NRC in GPC letter GN-252). Values of low strain -l shear modulus (at strain less than or equal to 10-4 percent) of ,"I ,-
g the compacted backfill are computed using the expression k 2
G = 1000 K2 ("'m) , where G is the shear modulus 2 in lb/ft ; y,m JE is the mean principal effective stress in lb/ft ; and K2 is a gj coefficient reflecting primarily the effect of void ratio or 3; relative density and the strain amplitude of the motions. For the "j ..
specified conditions, K is taken as 80. The unit. weights of 2
compacted backfill in moist and saturated conditions are ,4 123 lb/ft 3
and 133 lb/ft 3, respectively. The strain-dependent _
shear modulus and damping curves adopted for Category 1 backfill ~5 are provided in figures 3-3 and 3-6. f5 2
8 l -a w
=
A 7
G 7
i m
-2
=
2 -
=
5 _
?
0 1
-m M
4 m
=
A Y
9-3-3/4 3d 5
VEGP-SEISMIC ANALYSIS REPORT TABLE 3-1
/ .
DAMPING VALUES FOR FIXED BASE STRUCTURES AND COMPONENTS Percent of Criticcl Damping Per Mode Structure or Component OBE SSE Equipment and iarge- 2 3 diameter piping sys-tems'(pipe diameter in excess of 12 in.)
Small-diameter piping 1 2 systems (pipe diameter equal to or less than 12 in.)
Welded steel 2 4 structures Bolted steel 4 7 structures Prestressed concrete 2 5 structures Reinforced concrete 4 7 structures 1
3-5/6
. VERP-CEISMIC ANT.LYS13 03POOT i'
(.
9 9
7E' i.o 3
n $. -
1
$ o g7 m r-0.8 N k
.5 8 s s O o 0.6
\
O O 2 2 m e 5 5 0.4 -
0.2
{
O 10 4 10-3 10-2 10-1 1 SHE AR STR AIN - PERCENT i: Figure 3-1 G/Gmax VS SHEAR S1 RAIN FOR
{ LOWER SAND STRATUM l, . - . ____ - _ _ - - _ _ - - _ - - - -
1
, V2EP-CCISMIC AN ALYll3 GOPOT.T l.
N E
E
< 1.0 E
i s E c.3 N \
5 o-w
('. B B 8 8 l
(
4 % 0.4
\
W w 5 5 0.2 0
10 4 10-3 10-2 10-1 1 SHEAR STR AIN - PERCENT Figure 3-?
G/G max VS SHEAR STRAIN FOR MARL BEARING STRATUM k - _ _ _ _ _ _ _ _ _ _ _ - - . _ -- -
, VCSMAIIMIC AN ALYLIS GTPOR'l*
[.
l N
h 1.0 w
-}
~~2 2 w Q u 0.8 ,~~
T o
E. - ~
E E 0.6 8 8 ss O O cc e 0.4 5 6 5 5 0.2 0
10 4 10-3 io-2 10-1 1 SHEAR STR AlN - PERCENT Figure 3-3 G/G VS SHEAR STRAIN FOR C8MACTED SAND BACKFILL l - _ _ - _ _ - - - - - - - - - _
~~v. - - _ _ - _ _ . - _ _ _ _ _ _ _ _~~
, 4 .
t i
30 25 z
n E 20 o
E 3
" 15 2
i n
10 5
l2 0
10 4 10-1 3 o -2 1 10-3 SHE AR STR AIN - PERCENT Fiaure 3-4 DAMPING RATIOS VS SHEAR STRAIN FOR 1.OWER SAND STRATUM
\
j V31P-C215MIC AN ALVI 83 RE PORT
/
L r
l L
30 25 E
o 20 s
a g is O
10 Y
0 10 4 10-3 10-2 10 4 1 SHE AR STR AIN - PE RCENT I
Fiaure 3-5 DAMPING . RATIOS VS SHEAR STRAIN FOR MARL BEARING STRA TUM
N
, VC4 P-CCISMIC AN AR.Yi13 %2PO27 4
f N
f.
L 30 25 E.
o 20 j
s P
o is -
to 5
j o
10 10'3 10'2 10'l 1 SHE AR STRAIN - PERCENT e
Figura 3-6 DAMPING RATIOS VS SHEAR STRAIN FOR COMPACTED SAND BACKFILL
)l VEGP-SEISMIC ANALYSIS REPORT 4.0 STRUCTURE MODELS f
~~Structure models are prepared for use in the soil-structure~~
=
]F interaction analyses. This section describes the development of the structure models. In addition, their fixed-base frequen-E cies and associated modal participation factors are provided to j, illustrate their dynamic characteristics.
i o
i 4.1 MODELING TECHNIQUES FOR STRUCTURES
'E== To compute the seismic response of Category 1 structures
_! subjected to the design earthquakes, mathematical models are first developed to represent the structures. The techniques 3f used to develop the mathematical models from which mass and fl ~~
stiffness matrices can be formulated are in accordance with BC-TOP-4A (reference 2).
AL fB The structure is modeled as a system of lumped masses located at 1B elevations of mass concentrations (e.g. foundations, floors, or 35 supports of major Category 1 equipment). Generally, each lumped
=m 1" mass has six dynamic degrees of freedom, i.e., three translational Ng and three rotational components. The derivation of the stiffness w@ matrix associated with the dynamic degrees of freedom is accom-
$b plished by an assembly of elastic structural elements between mass m
ME nodes. The BSAP (Bechtel Structural Analysis Program) computer RF program is utilized to assemble the global mass and stiffness j! matrices of the lumped parameter models, and to perform the E fixed-base free vibration modal analyses. BSAP is a general d'E purpose finite element computer program used for static or a
j{
dynamic analysis of three-dimensional structural systems.
AN
?" 4.1.1 Shear Wall Structures 7
7, included in this group of structures are the auxiliary building, f control building, fuel handling building, diesel generator EL -
eh e
a B 4-1 95
mu VEGP-SEISMIC ANALYSIS REPORT buildings, and auxiliary feedwater pumphouses. The following modeling techniques are used for shear wall structures:
A. Masses are lumped at each floor level and at desired equipment support locations. The corresponding inertial properties are then calculated for each lumped mass.
[ B. Walls are modeled as beam elements running vertically from floor to floor with the shear area being effective in either the north-south or east-west direction. The walls running north-south are considered effective in shear in the north-south direction only. Similarly,
] the east-west walls are considered effective for carrying shear in the east-west direction only. Each 5 beam element is located at the center of gravity of the f corresponding wall cross-section.
C. The slabs are assumed to act as infinitely rigid i diaphragms. Hence all the ends of beam elements at each floor level are rigidly linked to the lumped mass at that level.
j D. For the fuel handling building, the hydrodynamic j effects are represented by equivalent mass-spring models based on the modeling techniques described in TID-7024 (reference 3).
E. The fixed base node of the structure is located J at the bottom of the basemat, and is connected to the lumped mass node at the basemat level by a rigid beam element.
4.1.2 Shell Structures Included in this group of structures are the containment buildings, NSCW towers, and Category 1 tanks (condensate storage i
4-2
- VEGP-SEISMIC ANALYSIS REPORT L
t tanks, refueling water storage tanks, and the reactor makeup water storage tanks). The following modeling techniques are used for shell structures.
[.
A. For structures having continuous mass distributions without any specific mass concentrations, a sufficient number of mass points are chosen so that the vibration modes of interest can be properly defined. These masses are located at equal distances through the
( height of the shell with slight adjustments to select' elevations of interest. The corresponding inertial properties are then calculated for each
( lumped mass.
B. Stiffness properties for a single beam element
{
are calculated for the shell cross-section between lumped mass nodes.
{
C. For the NSCW tower and Category 1 tanks, the hydro-dynamic effects are represented by equivalent
{
mass-spring models based on the modeling techniques described in TID-7024 (reference 3) .
[
D. The fixed base node of the structure is located at the bottom of the basemat, and is cornected to the lumped mass node at the basemat level by a rigid beam element.
[ The modeling details specific to each building are provided in the following subsections.
k_.
4.2 CONTAINMENT BUILDING
[. The Unit 1 model is described in this section. The Unit 2 model is the mirror image of the Unit 1 model. The lumped parameter
( models of.the containment shell and the internal structure have ,
a total of 14 lumped mass nodes as shown in figures 4-1 and 4-2.
Since the north steam generator compartment of the internal
[
structure is not connected to the south steam generator compart-
~~r.cnt above cicvation 218'=0", the structure ic reprecented with 4-3~~
~~h. _ - _ - _ _ - _ _ _ _ _ _ _ _ _ _ _ _ - _ _ _ .~~
w
[
p VEGP-SEISMIC ANALYSIS REPORT E
r
=r two branches above elevation 218'-0". The horizontal and vertical "I inertia components of the nuclear steam supply system (NSSS) are lumped to the corresponding structure mass nodes. Tables 4-1 through 4-6 give the coordinates, masses and stiffness properties J associated with each model. Ei K
The fixed-base frequencies of the first few modes are 4.0, 4.0, p 8.9, 11.6, 11.6 and 12.2 cps for the containment shell, and 12.8 k and 14.4 cps for the containment internal structure. Fixed-base !
modal frequencies and participation factors are listed in @
tables 4-7 and 4-8. ]
s 4.3 AUXILIARY BUILDING The auxiliary building is a concrete shear wall structure. Its lumped parameter model has 10 lumped masses with 60 dynamic b degrees of freedom as shown in figure 4-3. Masses are lumped at p
~"
the individual floor levels. Since the Unit 1 slab diaphragm and Unit 2 slab diaphragm are not interconnected at elevations j 240'-0" and 260'-0", the structure is represented with two i branches at these levels. Beam elements are utilized to represent _
the walls between the f~oors. The end nodes of the beams are rigidly linked to the appropriate mass nodes. The BSAP computer f
program is utilized to assemble the stiffness matrices of the f various beam elements into a global stiffness matrix the size of which is compatible with the total number of dynamic degrees of freedom of the model. The coordinates and masses associated with 5 the lumped parameter nodes are given in tables 4-9 through 4-10.
The fixed-base frequencies for the first few modes are 5.5, 6.7, 7.0, and 12.5 cps. Fixed-base modal frequencies and participation factors are listed in table 4.11. -
t
. 4.4 CONTROL BUILDING The control building is a concrete shear wall structure. Its
[L g g
lumped parameter model has 7 lumped masses with 42 dynamic
-[.k degrees of freedom as shown in figure 4-4. Masses are lumped at o
3.
I 4-4 4
y
~
VEGP-SEISMIC ANALYSIS REPORT I
u;
-the individual floor levels. The branch represents the main C steam isolation valve room, which is not connected to the rest
'of the building with a slab diaphragm at elevations 240'-0" and h 260'-0". Beam elements are utilized to represent the walls
~~between the floors. The end nodes of the beams are rigidly linked to the appropriate mass nodes. The-BSAP computer program~~
{'
is utilized to assemble the stiffness matrices of the various fbeam elements into a global stiffness matrix, the size of which is' compatible with the total number of dynamic degrees of freedom of the model. The coordinates and masses associated with the b -
lumped parameter nodes are given in tables 4-12 through 4-13.
The fixed-base frequencies of the first few modes are 0.8 and 1.6 cps for the branch, and 3.8, 7.6, 7.9, 8.0, and 10.5 cps for the main structure. Fixed-base modal frequencies and participa-
~
(. tion-factors are listed in table 4-14.
4.5' FUEL HANDLING BUILDING
{
The fuel handling building is a concrete shear wall structure.
( Its lumped parameter.model, shown in figure 4-5, includes the hydrodynamic effects of the liquid in the spent fuel pools.
Masses are lumped at all structure floor levels, and at four
{ nodes to represent the N-S and E-W sloshing characteristics of the liquid mass in the Unit 1 and Unit 2 spent fuel pools. Since the Unit 1 slab diaphragm and Unit 2 slab diaphragm are not interconnected at elevation 263'-8", the structure is represented
.[ with two branches at this level. Altogether 46 dynamic degrees of freedom are considered.- Beam elementa represent shear walls and truss elements are used to model the liquid sloshing effects.
( ,
The sloshing part of the horizontal inertia of the liquid and the sloshing frequency is computed using TID-7024 (reference 3). The stiffness of the truss element connecting the sloshing liquid mass to the structure mass is selected to model the appropriate sloshing frequency. The rigid part of the horizontal inertia of the liquid is lumped to the corresponding structure mass node.
k p 4-5
VEGP-SEISMIC ANALYSIS REPORT f _
A
==
m The vertical inertia of these masses are lumped at the base of 7 the spent fuel pools. The BSAP computer program is utilized to -
=
^
assemble the stiffness matrices of the various beam and truss -
elements into a global stiffness matrix, the size of which is compatible with the total number of dynamic degrees of freedom of !I=
the model. The coordinates and masses associated with the lumped p mass nodes are given in tables 4-15 through 4-16. ==
s= K fr The sloshing liquid masses have frequencies of 0.23 and [_
? 0.27 cps. The fixed-base structural frequencies of the first p g few modes are 6.1, 6.8, 10.4 and 11.6 cps. Fixed-base modal (
~
frequencies and participation factors are listed in table 4-17.
~
l
. 4.6 NSCW TOWER AND VALVE HOUSE _
The NSCW tower is classified as a shell structure. Its lumped $
parameter model includes the hydrodynamic effects of the water _=
in the tower. The fixed-base stick model of the NSCW tower is E
[ j
], shown in figure 4-6. The offset of the lumped masses at and l! below the grade level results from the eccentricity caused by [
the local thickening of the shell wall below grade on one side of the shell. The vertical flexibility of the eliminator beams {
j[ and the fill beams, at elevations 230'-9" and 242'-5" respec-I tively, are represented by equivalent mass-spring models.
Altogether 62 dynamic degrees of freedom are considered. Beam If elements are used to represent the equivalent structure stiffness -
of the shell and truss elements are used to model the water
~
[
"E sloshing effects. The sloshing part of the horizontal inertia
of the water and sloshing frequency is computed using TID-7024 g
[) (reference 3). The stiffness of the truss element connecting
-'y the sloshing water mass (nodes 14 and 15) to the structure mass is selected to model the appropriate sloshing frequency. The
!7 constrained and rigid parts of the horizontal inertia of the .
g2 water (nodes 9 and 12) are rigidly connected to the structure nodes. The vertical inertia of the water mass is lumped to the base of the tower. Tables 4-18 through 4-20 give the coordinates, -
TE masses and stiffness properties associated with the lumped
$P parameter model.
rn-4k 4-6 AD
>N --..
w VEGP-SEISMIC ANALYSIS REPORT L
The sloshing frequency of the water mass is 0.18 cps. The
{ fixed-base structural frequencies of the first few modes are 5.4, r 6.8, 6.8, 14.7, 14.7 and 16.9 cps. Fixed-base modal frequencies L and participation factors are listed in table 4-21.
The NSCW valve house is a one-story concrete shear wall structure
{ adjacent to the 136-foot high NSCW tower. The valve house extends 20 feet below grade and follows the curvature of the cooling tower periphery. The 136-foot high NSCW tower extends approximately 90 feet below grade and is much larger than the
( valve house in both size and mass, i.e., the mass of the NSCW tower.is approximately ten times greater than the mass of the
[; valve house. Therefore, the seismic response of the valve house is considered to be dictated by the driving influence of the adjacent massive NSCW tower. Thus, a lumped parameter model of
{ the valve house is not needed, and the response spectra of the NSCW tower at grade is used as the response spectra of the valve house.
( 4.7 DIESEL GENERATOR BUILDING The diesel generator building is a concrete shear wall structure.
( Its lumped parameter model has 3 lumped masses with 18 dynamic degrees of freedom as shown in figure 4-7. Masses are lumped at the individual floor levels. Beam elements are utilized to
(
represent the walls between the floors. The end nodes of the beams are rigidly linked to the appropriate mass nodes. The
{ BSAP computer program is utilized to assemble the stiffness matrices of the various beam elements into a global stiffness matrix, the size of which is compatible with the total number of dynamic degrees of freedom of the model. The coordinates and
( masses associated with the lumped parameter model are given in tables 4-22 through 4-23.
( The fixed-base frequencies of the first few modes are 9.0, 13.5, 16.6, 28.5, and 29.4 cps. Fixed-base modal frequencies and participation factors are listed in table 4-24.
(
L 4-7 l ..
VEGP-SEISMIC ANALYSIS REPORT
-t d
4.8 AUXILIARY FEEDWATER PUMPHOUSE I t
The auxiliary feedwater pumphouse is a concrete shear wall $
structure. Its lumped parameter model has one lumped' mass with "-
6 dynamic degrees of freedom as shown in figure 4-8. There are 5 8 beam elements representing the walls between the floors. The %
end nodes of the beams are rigidly linked to the mass node. The _a F
basemat mass is not included in the fixed-base model since the n basemat serves as the point of fixity for the fixed-base modal ~[
g analysis. However, the basemat mass is included in the subsequent soil-structure interaction analysis. Tables 4-25 through 4-27 7 give'the coordinates, masses'and stiffness properties associated .
with the lumped parameter model.
The fixed-base frequencies for the first few modes are 35.4, E 38.5, 68.3 and 90.9 cps. Fixed-base modal frequencies and participation factors are listed in table 4-28. J E
4.9 CATEGORY l TANKS I
r.
The methodology used to create the lumped parameter model of the i condensate storage tanks, which is a representative Category 1 l tank structure, is described as follows. 5 E
The condensate storage tanks are cylindrical concrete shell g structures which share a common basemat. A concrete missile =
protection structure for equipment and piping is situated i between the two tank shell structures, and is structurall.y independent above the bacemat. Lumped parameter models are provided for each tank and the missile protection structure. The hydrodynamic effects of the water in each tank is considered in the development of the models. The fixed-base lumped parameter _
model of the condensate storage tanks is shown in figure 4-9.
Altogether 72 dynamic degrees of freedom are considered. Beam _
elements are used to represent the structure stiffness and truss -
elements are used to model the water sloshing effects. The sloshing part of the horizontal inertia of the liquid mass and sloshing frequency is computed using TID-7024 (reference 3). The 4-8
VEGP-SEISMIC ANALYSIS REPORT-L stiffness of the truss element connecting the sloshing water mass L .(nodes 16 through 19) to the structure mass is selected to model the appropriate sloshing frequency. The. rigid and constrained h' parts of the-horizontal inertia of the water (nodes 12 through
~~15) are rigidly connected to the structure nodes. The vertical inertia of the water mass is lumped to the basemat of the tanks.~~
{
Tables 4-29 through 4-31 provide the coordinates, masses and stiffness properties associated with the lumped parameter model.
The sloshing frequency of the water mass is 0.26 cps. The fixed-base structural frequencies of the first few modes are 12.1, 12.1, 12'.2, 12.2, 14.8 and 23.0 cps. Fixed-base modal frequencies and participation factors are listed in table 4-32.
[
[-
(
[
[
[
[
[
[ 4-9/10 l _____ _ _______ _ _ _ - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - _ _ _ - _ _
VEGP-SEISMIC ANALYSIS REPORT TABLE 4-1 CONTAINMENT SHELL MODEL (Nodal Coordinates in Local Coordinate System)
Node X Y Z Elevation Remarks (ft) (ft) (ft) (ft) 1 0.0 0.0 171.8 171.8 Bottom of shell 2 0.0 0.0 193.8 193.8 3 0.0 0.0 220.0 220.0 Grade level 4 0.0 0.0 258.4 258.4 5 0.0 0.0 290.7 290.7 6 0.0 0.0 323.0 323.0 Springline 7 0.0 0.0 361.0 361.0 8 0.0 0.0 399.0 399.0 Top of dome 9 7.8 0.0 163.9 163.9 Basemat 10 0.0 0.0 143.5 143.5 Bottom of basemat (Fixed base)
~
~~11 0.0 0.0 163.9 163.9 1~~
!I 1
4-11
1 VEGP-SEISMIC ANALYSIS REPORT 5
_1 F
TABLE 4-2 b '
CONTAINMENT SHELL MODEL (Mass Properties)
-=
i Node Translational Inertia Rotational Inertia (K-sec2/ft) (K-sec2-ft) F TX TY TZ RX RY. RZ a
2 190.1 190.1 190.1 487400. 487400. 982700.
3 254.8 254.8 254.8 648280. 648280. 1317200. p 279.9 712378. 712378. 1450350. i 4 279.9 279.9
=
5 263.3 263.3 263.3 682892. 682892. 1377180. [_
6 312.8 312.8 312.8 745329. 745329. 1538220.
7 281.2 281.2 281.2 723763. 723763. 917160.
8 182.0 182.0 182.0 437454. 437454. 235910. j; 9 2082.0 2082.0 2214.0 3241438. 4302475. 6810003.
k
~
h i
4-12
W\ ~ c _
- r- .
rm em_ r, r- m_ r,= V r
r v rt .m r t_ .r TABLE 4-3 CONTAINMENT SnELL MODEL (Stiffness Properties)
Moment of Moment of Axial Cross- Torsional Inertia Inertia Beam Sectional Shear Moment of About Local About Local Modulus of Poisson's g Element Area Area Inertia Y-Axis Z-Axis Elasticity Ratio a 4 2 No. 2 (ft )
2 (ft ) (ft4) 4 (ft ) (ft ) (k/ft ) p 7 80000 1.0E+09(1) 0.25 m 1 60 20 160000 84000 3
0 43 2 1694 847 8754680 4377340 4377340 609739 0.25 3 1694 847 8754680 4377340 4377340 609739 0.25 E
m 4 1694 847 8754680 4377340 4377340 609739 0.25 m
5 1694 847 8754680 4377340 4377340 609739 0.25 6 1694 847 8754680 4377340 4377340 609739 0.25 o 7 1624 812 8377780 4188890 4188890 609739 0.25 8 1440 720 7383900 3691950 3691950 509739 0.25 (1) This value is selected to model the ' rigid' beam stiffness.
l
u -- _;.
_ 6 .
VEGP-SEISMIC ANALYSIS REPORT E 1
! E
~~TABLE 4-4 -~~
~~. r CONTAINMENT INTERNAL STRUCTURE MODEL~~
~~(Nodal Coordinates in Local Coordinate System) ;~~
=
E M
^
Node X Y Z Elevation Remarks _-
[ (ft) (ft) (ft) (ft)
{
F b 1 0.0 0.0 171.8 171.8 Top of basemat =-
U -
I 2 -2.2 0.0 195.0 195.0 3 -5.7 -2.6 218.0 210.0 Operating level _
, 4 4.3 -38.2 236.0 236.0 South steam gener-E ator compartment :
F .
7 5 6.0 37.8 236.0 236.0 North steam gener- -
ator compartment _
v s 258.0 6 -6.5 -55.5 258.0 South steam gener-ator compartment g 7 , 12.4 53.4 258.0 258.0 North steam gener-i ator compartment _
8 0.0 0.0 195.0 195.0 -
' s 9 0.0 0.0 218.0 218.0 Operating level -
L 10 6.0 -33.0 218.0 218.0 Operating level 3 11 6.0 -33.0 236.0 236.0 !
l I 12 j 6.0 33.0 218.0 218.0 Operating level E l r 13 I 6.0 33.0 236.0 236.0 ,
s- !
(
14 l 0.0 -58.0 236.0 236.0 '
7 n- 15 0.0 -58.0 258.0 258.0
=.
16 ,
0.0 55.0 236.0 236.0 i -
17 0.0 55.0 258.0 258.0 E- 18 7.8 0.0 163.9 163.9 Basemat (Fixed base) g_
m
=
. 4-14 E
VEGP-SEISMIC ANALYSIS REPORT TABLE 4-5 CONTAINMENT INTERNAL STRUCTURE MODEL (Mass Properties)
Node Translational Inertia Rotational Inertia (K-sec2/ft) (K-sec2-ft)
TX TY TZ RX RY RZ 2 359.9 359.9 308.7 310178. 377776. 638363.
) 3 406.6 406.6 325.6 393408. 399098. 694171.
4 23.1 23.1 23.1 4305. 10110. 13395.
5 23.1 23.1 23.1 4055. 10131. 13258.
. 6 2.9 2.9 2.9 125. 1379. 1390.
7 2.9 2.9 2.9 117. 1426. 1430.
I
]
1 i
1 1
1
~
1 1
4-15
..~. .,;
J.~ -jf9; 4Q. ^ ),' '.'i:fl;' ;" .,, f ']p ;.i:'. y_ ;.;;p :.:
+l A;: emf ,p:y,,.. y g.:.;;., ;;. : 7 -y y
~~_q.A: .p;.g ,. 3;_ ,~~
TABLE'4-6 CONTAINMENT INTERNAL STRUCTURE MODEL (Stiffness Properties)
Moment of Moment of Axial Shear Shear Inertia Inertia Cross- Area Area Torsional About About g Beam Sectional Local Local Moment of Local Local Modulus of Poisson's o Element Area Y-Axis Z-Axis Inertia Y-Axis Z-Axis Elasticity Ratio y 2 m No. (ft )
2 (ft )
2 2 (ft )
4 (ft ) (ft4) (ft4) (k/ft ) p M
M m
3 2533633 556618 0.25 s 1 2870 1066 995 4735994 2202361 a s
~~d. 2 2492 1217 702 5464150 2079600 3384550 556618 0.25 @~~
3 444 232 144 168958 55016 113942 556618 0.25 g u~
4 444 232 144 168958 55016 113942 556618 0.25 5 w
5 27 10 15 13500 2700 10800 556618 0.25 y O
6 27 10 15 13500 2700 10800 556618 0.25 @
c
VEGP-SEISMIC ANALYSIS REPORT E
TABLE 4-7 e
CONTAINMENT SHELL FIXED-BASE MODEL (Free Vibration Analysis)
{
Modal Participation Factor
[-.
Mode Frequency No . . (cps) x y z 1 4.L -0.000 35.775 -0.000 2 4.0 -35.726 -0.000 - 0.018
{
3 8.9 0.000 0.043 0.000
(- 4 11.6 -0.000 18.841 0.000 5 11.6 18.659 0.000 0.004
[ 6 12.2 0.000 0.000 -38.836
.7 21.3 0.000 7.548 -0.000
, '8 21.3 -7.278 0.000 -0.055
( 9 24.4 0.000 8.079 -0.000 10 24.4 -7.746 0.000 0.019 11 26.5 0.000 -0.143 -0.000 12 32.3 -0.000 -6.936 0.000 13 32.4 6.378 -0.000 0.047 14 0.000 12.661
(. 36.0 0.000 15 37.3 0.000 -3.522 -0.000 16 37.3 3.124 0.000 -0.049 17 40.4 -0.000 0.291 0.000 18 '40.8 -0.928 c.000 -0.145 19 40.8 0.000 1.070 0.000 20 44.6 -0.000 3.262 -0.000
(
4-17 L i
K 5
VEGP-SEISMIC ANALYSIS REPORT g
?
F ht-TABLE 4-8 ;-
CONTAINMENT INTERNAL STRUCTURE FIXED-BASE MODEL s (Free Vibration Analysis) I E
Modal Participation Factor i Mode Frequency g No. (cps) x y z qg E
1 12.8 -0.164 26.631 -0.154 !
E 2 14.4 27.325 0.170 0.388 .-
E-3 23.2 0.705 -0.324 -0.095 E.
4 26.5 0.282 3.392 0.028 WI L -
5 27.3 3.723 -0.582 -0.433 i =
6 27.4 -0.516 -3.621 i
0.797 'g 7 28.8 0.536 -1.119 0.288 8 33.3 -0.316 -7.308 2.550 E 9 37.1 -5.995 2.099 9.395 _
i 10 38.3 -2.220 -4.889 ; -0.705 i -
1 -
11 41.5 2.446 -0.382 i 20.740 _
12 43.6 -0.922 -0.197 -8.047 ;
13 46.3 0.071 -0.800 -0.894 2 l
14 47.7 2.828 0.129 -3.479 _
15 '
48.6 -0.424 0.316 ,
-0.390 16 50.9 0.505 -0.209 -1.593 E
17 54.4 -0.192 0.060 4.632 18 55.6 -0.014 0.048 -0.172 k 19 58.1 0.530 0.089 -0.775 20 58.9 -0.354 0.079 -2.070 -
4-18
h_ VEGP-SEISMIC ANALYSIS REPORT
~
TABLE 4-9 i AUXILIARY BUILDING MODEL (Nodal Coordinates in Local Coordinate System)
Node X Y Z Elevation Remarks (ft) (ft) (ft) (ft)
E 679 217.0 63.0 3.0 119.25 Basemat 680 217.0 65.0 27.25 143.5 u
681 219.0 59.0 54.25 170.5 682 217.0 58.0 78.75 195.0 9 '
683 215.0 61.0 103.75 220.0 Grade level 684 338.0 55.0 123.75 240.0 685 97.0 55.0 123.75 240.0 3 686 336.0 61.0 143.75 260.0 687 98.0 61.0 143.75 260.0
=
688 217.0 61.0 172.0 288.25 Top of structure
=
689 217.0 63.0 -7.0 109.25 Bottom of basemat 3 (Fixed base)
E M
3 E
5 .
~~= _ _ . - . _ . _ _ . . . . . .~~
I VEGP-SEISMIC ANALYSIS REPORT g TABLE 4-10 AUXILIARY BUILDING MODEL (Mass Properties) JE e
M Node Translational Inertia Rotational Inertia !
(K-sec /ft) a (K-sec2-ft) E TX TY TZ RX RY. RZ I
679 3996. 3996. 3996. 6026x103 62471x103 68115x103 5 680 2757. 2757. 2757. 4470x103 44136x103 48278x103 ,
681 2765. 2765. 2765. 4010x103 38241x103 42018x103 -
682 2516. 2516. 2516. 3570x103 34077x103 39055x103 =a
-r 683 1548. 1548. 1548. 1967x103 23588x103 25317x103 _-
684 627. 627. 627. 860.4x103 2039x103 2874x103 --
685 627. 627. 627. 860.4x103 2039x103 2874x103 h 686 480. 480. 480. 694.4x103 1704x103 2364x103 _
687 480. 480. 480. 694.4x103 1704x103 2384x103 @
688 117. 117. 117. 201.7x103 37.225x103 231.86x103 _;
E 4-20
yms i,- n 5 m- we u i in - p in i ea i ii-am i
4*
L %+fDg4't-g, s IMAGE EVALUATION TEsrTAnoEr(mi-a)
((gyp
,#$34 (g)+# $ > <-'s#
1.0 lff 8 2 B E 5 lf ILE u !? m [ I.8 1.25 1.4 1.6 4 150mm >
< 6" >
bi
+/ % ++4 4{pr ,,f// _-
y vi// t w
_ _ . W
+ + /+
o N
k@ IMAGE EVALUATION ((g g$ #
4 pff g #- 1.s11Ane 1 < 133
,yf ,.34,4g.
%'O
+ %'e4 1.0 'd M Esa 5 9 EE ii !!HLE u
i.25 i.4 g 4 150mm >
< 6" >
4 *%,, f4%
i
~~'&ibb~~
,,?// _._
N ,
I
VEGP-SEISMIC ANALYSIS REPORT r
L TABLE 4-11 L.
AUXILIARY BUILDING FIXED-BASE MODEL
-(Free Vibration Analysis)
Modal Participation Factor
{- Mode Frequency No. (cps) x y z
( 1 5.5 -1.137 91.900 0.148 2 78.601 0.016
( 6.7 4.628 3 7.0 56.429 -4.691 -0.019 4 12.5 -0.123 -42.729 0.330 5 14.3 -10.329 2.327 0.033 o 15.1 -18.639 -1.558 0.939 7 16.6 3.134 -0.069 -93.112
{ .~
8 16.9 -29.082 0.586 -12.322 9 17.5 0.421 25.533 -0.874 10 17.7 0.091 -5.888 -16.675
[ 11 18.6 -16.656 -1.197 3.523 12 18.8 -3.808 2.543 -3.373
{
13 19.7 1.499 3.159 0.079 h 14 21.7 -1.999 -0.288 0.071 15 22.0 0.481 -6.142 10.103
(- 16 .24.7 -21.790 0.388 0.208 i
17 26.5 -0.867 -23.491 1.074
{
18 26.7 -11.513 1.756 -0.002
( 19 28.9 -0.554 -1.160 -4.531 20 29.1 1.195 -2.155 -1.196 l
[ 4-21
VEGP-SEISMIC ANALYSIS REPORT TABLE 4-12 CONTROL BUILDING MODEL (Nodal Coordinates in Local Coordinate System) i Node X Y Z Elevation Remarks (ft) (ft) (ft) (ft) 970 0.0 97.6 -7.0 173.0 Bottom of basemat (Fixed base) 971 0.0 97.6 0.0 180.0 Basemat 972 0.1 103.9 23.0 203.0 973 3.1 102.8 42.75 222.75 Grade level 974 -25.4 82.5 62.75 242.75 975 -24.9 84.9 82.75 262.75 976 -1.0 78.6 102.50 282.50 Top of structure 977 20.6 30.5 82.75 262.75 MSIV Room branch l
I I
l 1
I k
4-22 1
k VEGP-SEISMIC ANALYSIS REPORT I
L
, TABLE 4-13 L '
CONTROL BUILDING MODEL (Mass Properties)
Node Translational Inertia Rotational Inertia
[- (K-sec2/ft) (K-sec2-ft)
TX TY TZ RX RY RZ 971- 3213. 3213. 3213. 6415342. 66028304. 72351317.
[ 972 1957. 1957. 1957. 3767571. 45481514. 49184783.
973 1933. 1933. 1933. 3377283. 42735064. 46062456.
974 767. 767. 767. 1724017. 7307881. 9003405.
( 975 798. 798. 798. 1714790. 4082555. 5771755.
976 590. 590. 590. 975454. 967462. 1932985.
977 91. 91. 91. 30996. 23563. 41872.
(
(
(
(
L l
[
{
{- -
4-23
VEGP-SEISMIC ANALYSIS REPORT TABLE 4-14 CONTROL BUILDING FIXED-BASE MODEL (Free Vibration Analysis)
Modal Participation Factor Mode Frequency No. (cps) x y z I II) 0.8 -1.659 9.581 -0.006 2(1) 1.6 -0.475 -0.114 -9.640 3 3.8 -1.973 -59.543 0.179 4 7.6 -27.199 25.647 -32.366 5 7.9 -6.913 -25.735 -37.679 6 8.9 59.210 6.162 -19.049 7 10.5 -3.801 -12.332 -0.524 8 10.7 9.346 13.593 -2.058 9 15.7 i 2.538 0.819 -33.835 i
10 16.0 [ -6.596 6.324 1.913 1
11 18.4 i -38.427 2.400 -8.657 12 19.5 -3.707 6.966 4.608 13 20.6 -7.130 -4.326 31.246 14 23.7 0.908 -20.656 -9.787 15 27.7 -0.137 16.825 -2.348 16 28.8 -10.063 -1.728 -1.145 17 31.1 -1.969 -2.042 7.821 18 40.5 -10.407 -0.800 -1.109 19 40.8 -0.850 0.010 0.226 20 43.9 -8.397 0.842 -0.912 (1) MSIV Room modes 4-24
VEGP-SEISMIC' ANALYSIS REPORT H
L TABLE 4-15 C
FUEL HANDLING BUILDING MODEL h (Nodal Coordinates in Local Coordinate System)
[ Node X Y Z Elevation Remarks (ft) (ft) (ft) (ft)
( 238 0.0 32.98 -6.0 154. Bottom of basemat (Fixed base)
(. 241 0.0 32.98 0.0 160. Basemat 243 0.0 38.36 19.0. 179.
{
244 0.0 39.58 40.0 200.
( 245 -46.0 40.0 47.75 207.75 Liquid mass TX only 246 -45.0 41.0 48.8 208.8 Liquid mass TY only
[ 247 46.0 40.0 47.75 207.75 Liquid mass TX only 248 45.0 41.0 48.8 208.8 Liquid mass TY only 249 0.0 34.66 60.0 220. Grade level
(- 250 -60.4 30.6 103.7 263.7 Unit 2 branch 251 60.0 30.8 103.7 263.7 Unit 1 branch 252 1.35 36.25 128.2 288.2 Top of structure
(
(
l
[
{
{ 4-25 ;
VEGP-SEISMIC ANALYSIS REPORT TABLE 4-16 FUEL HANDLING BUILDING MODEL (Mass Properties)
Node -Translational Inertia Rotational Inertia (K-sec2/ft) (K-sec2-ft) ]
TX TY TZ RX RY RZ 241 316. 316. 316. 145718. 2059979. 2197787.
758. 803. 1032. 524862. 3116476. 2992480. ]
243 244 811. 758. 643. 422857. 2079099. 2705622.
245 43. O. O. O. O. i 0.
246 0. 29.5 0. O. O. O.
247 43. O. O. O. O. O.
248 0. 29.5 0. O. O. O.
249 510. 525. 474. 310336. 2090746. 2385320.
250 145. 145. 145. 91366. 69106. 131154.
251 151. 151. 151. 94330. 70167. 134708. )
252 182. 182. 182. 115822. 416338. 512432.
]
]
1 1
J 1
4-26 s
VEGP-SEISMIC-ANALYSIS REPORT e-L TABLE 4-17 y e.
FUEL HANDLING BUILDING FIXED-BASE MODEL r (Free Vibration Analysis)
L Modal Participation Factor
(. Mode No.
Frequency (cps) x y z I II) 0.23 9.282 -0.000 -0.000 2(1) 0.23 -0.000 0.000 -0.000
[
3(1) 0.27 0.000 -7.689 0.000
[ 4(1) 0.27 -0.000 -0.027 0.000 5 6.1 0.117 36.069 -0.240 6 6.8 45.065 -0.125 -0.017 7 10.4 -7.069 -0.233 -0.011
[' 8 11.6 -21.546 -0.001 -0.040 9 13.3 0.010 -32.338 0.592
{
10 19.6 -0.659 -0.377 -0.431 h 11 20.6 -0.022 0.538 -41.699 12 22.1 -0.008 0.134 0.012
(- . 13 23.7 -0.668 0.426 2.208 14 23.9 -0.183 -3.459 0.878
{
15 27.9 -0.013 12.933 6.787
( 16 29.7 1.634 -0.451 -0.742 17 34.3 -0.059 -4.398 -12.120 18 3.530 34.8 -0.139 -24.754 19 36.7 -2.810 -0.471 0.428 20 38.2 -0.859 0.603 1.209
( (1) Liquid sloshing modes f 4-27 L . .
-- o
]
VEGP-SEISMIC ANALYSIS REFORT
]
TABLE 4-18 NSCW TOWER MODEL (Sheet 1 of 2)
(Nodal Coordinates in Local Coordinate System) ]
Node X Y Z Elevation Remarks (ft) (ft) (ft) (ft) 1 0.0 0.0 137.0 137.0 2 0.0 0.0 152.0 152.0 3 0.0 0.0 180.0 180.0 4 0.0 0.0 195.42 195.42 5 0.0 0.0 200.0 200.0 6 0.0 0.0 209.75 209.75 7 0.0 0.0 218.5 218.5 8 0.0 0.0 128.0 128.0 Bottom of basemat (Fixed base) ]
9 0.0 0.0 144.42 144.42 Water mass 10 -2.1 2.1 137.0 137.0 Basemat ]
11 -7.7 7.7 152.0 152.0 12 0.0 0.0 176.5 176.5 Water mass 13 -9.1 9.1 180.0 180.0 14 -1.0 0.0 195.42 195.42 Water mass 15 0.0 1.0 195.42 195.42 Water mass )
16 -9.43 9.43 200.0 200.0 17 -9.7 9.7 209.75 209.75 18 -4.75 4.75 218.5 218.5 Grade level 19 0.0 0.0 231.75 231.75 Fill beam
]
1 4-28 s
s VEGP-SEISMIC ANALYSIS REPORT
?
L-r- TABLE 4-18 NSCW TOWER MODEL (Sheet 2 of 2)
(Nodal Coordinates in Local Coordinate System)
(
b-~ Node X Y Z Elevation Remarks (ft) (ft) (ft) (ft)
( 20. 0.0 0.0 230.75 230.75 21 0.0 0.0 243.4 243.4 Eliminator beam 22 0.0 0.0 242.4 242.4 23 0.0 0.0 250.91 250.91 Top of structure C
(
(
(
(
(
(
(
(
(
{ 4-29 h -__ _ _ - _ _ _ _ _ _ _ _ _ _ _ _ _ _
VEGP-SEISMIC ANALYSIS REPORT TABLE 4-19 NSCW TOWER MODEL (Mass Properties)
Node Translational Inertia Rotational Inertia ]
(K-sec2/ft) (K-sec2-ft)
TX inf. TZ RX RY RZ'
-9 173.85 173.85 O. O. O. O.
10 402.9 402.9 1354.7 766030, 766030. 587266.
11 134.0 134.0 134.0 152355. 152355. 281312.
12 551.0 551.0 0. O. O. O.
13 126.0 126.0 126.0 141136. 141136. 269060.
14 238.0 0. O. O. O. O.
15 0. 238.0 0. O. O. O.
16' 78.0 78.0 78.0 86139. 86139. 167632. )
17 49.7 49.7 49.7 54047. 54047. 106385.
18 49.0 49.0 49.0 43309. 43309. 84579.
19 0. O. 31.65 0. O. O.
20 85.25 85.25 53.60 58578. 58578. 114010.
21 0. O. 13.77 0. O. O.
)
22 70.57 70.57 56.80 56906. 56906. 107529.
23 112.6 112.6 112.6 64951. 64951. 123545.
1 4-30 im'- _ _ . _ _ _ _ _ _ _ . _ _ _ _ _ . _ _ _ _ _ _ _
- - m v - m m m m em 7 m v m e rm r 7- >
g TABLE 4-20 NSCW TOWER MODEL (Sheet 1 of 2)
(Stiffness Properties)
Moment of Moment of Axial Cross- Torsional Inertia Inertia Beam Sectional Shear Moment of About Local About Local Modulus of Poisson's g Element Area Area Inertia Y-Axis Z-Axis Elasticity Ratio a No. 2 (ft )
2 (ft )
4 (ft ) (ft4) 4 (ft )
2 (k/ft ) p 7-1 12 7 22000 14000 14000 1.OE+09 II) 0.25 h
~~2 12 7 22000 14000 14000 1.0E+09 Il} 0.25 3 1760 979 3842740 1960166 1960166 519120 0.25-~~
'N 4 1157 677 2062540 1229862 1229862 519120 0.25 $
5 12 7 22000 14000 14000 1.0E+09(1) 0.25 6 1157 677 2062540 1229862 1229862 519120 0.25 $
7 1157 677- 2062540 1229862 1229862 519120 0.25 8 1157 677 2062540 1229862 1229862 519120 0.25 I l ,
9 780 649 25278 563913 563913 519120 0.25 l l l 10 1206 718 1957486 1001360 1001360 519120 0.25 l 11 1206 718 1957486 1001360 1001360 519120 0.25 (1) This value is selected to model the ' rigid' beam stiffness.
l
l m
NQ MxE $n$ u E35 u
m o
m m
l a
n o
i 0 0 lt ) 0 0 a c a2 8 1
)
2 i eet xSrf 0
2 0
2 7
6 2
7 m A A( 3 3 6 1 f s o s o
2
)
s e
r C
o t i e t e r 0
2 h
S
(
e p
o o
4 r L P fy
.E E ot
.L
.B D
O s
s i) s c2 m A M e uit 0 0 0 0 T n ltf .
1 1 R f us/ 1 1 E f dak W
O i
t ol(
ME m
T S
(
W C
S m N
t ,
sn se.
umo 4 reN 1 2 3 Tl E ,
,h l it lli l1I ,f
'VEGP-SEISMIC ANALYSIS REPORT TABLE 4-21
-NSCW TOWER FIXED-BASE MODEL (Free Vibration Analysis) r- Modal Participation Factor
( hode- Frequency No. (cps) x y z 1(1) 0.18 10.913 -10.918 0.000 2(1) 0.18 10.918 10.913 0.000 3 5.4 -0.576 -0.576 0.000 4 6.8 -22.045 22.045 -0.940 S 6.8 22.086 22.086 0.000 6 14.7 -10.668 10.668 3.209 7 14.7 -10.508 -10.508 -0.000 8 16.9 -0.635 0.635 -14.661
( 9 19.6 1.368 1.368 0.000 10 19.8 -0.306 0.306 -15.499 11 25.8 -0.117 0.117 -11.307 12 31.5 -0.481 0.481 1.242
[' 13 31.7 0.489 0.489 -0.000 14 43.5 -1.420 1.420 1.628
(
15 44.5 -1.646 -1.646 0.000 f :. 16 54.9 -4.516 -4.516 0.000 17 56.8 1.170 -1.170 -6.295
( 18 58.1 -5.666 -5.666 0.000 19 58.3 7.546 -7.546 1.454
{
20 64.5 -0.911 -0.911 0.000
( (1) Water sloshing modes
~~f. 4-33 1 - - - - - - _- - - _ - - - _~~
VEGP-SEISMIC ANALYSIS REPORT
]
TABLE 4-22 DIESEL GENERATOR BUILDING MODEL (Nodal Coordinates in Local Coordinate System) ]
Node X Y Z Elevation Remarks ]
(ft) (ft) (ft) (ft) 31 46.0 -57.0 213.0 213.0 Bottom of basemat (Fixed base) 32 46.1 -56.9 218.5 218.5 Basemat ]
(Grade level) 33 45.3 -58.6 231.5 251.5
]
34 41.5 -62.9 271.1 271.1 Top of structure
]
]
)
. )
- 1 l
x 4-34 s
nis i i- iii ii i
s VEGP-SEISMIC ANALYSIS REPORT L
TABLE 4-23 b
DIESEL GENERATOR BUILDING MODEL
(: (Mass Properties)
Node Translational Inertia Rotational Inertia (K-sec2/ft) (K-sec2-ft)
( TX TY TZ RX RY RZ 32 425.2 425.2 425.2 502890. 339440. 818870.
{
33 268.6 268.6 268.6 350855. 240607. 572406.
[ 34 111.2 111.2 111.2 79676. 85200. 162507.
[
( ,
[
[
[
[
{
(
{
l 4-35
[ .. - - ---- - - - - - - -
_ -VEGP-SEISMIC ANALYSIS REPORT l
TABLE 4-24
]
DIESEL GENERATOR BUILDING FIXED-BASE MODEL (Free Vibration Analysis)
]
Modal Participation Factor 1 Mode Frequency J No. (cps) x y z 1 9.0 19.346 -0.156 0.067 2 13.5 0.319 19.368 0.395
]
3 16.6 2.229 -1.420 -0.008 4 28.5 -1.309 -0.810 14.503 )
5 29.4 1.395 -0.799 12.214 6 35.1 -0.006 2.903 4.694
]
7 38.1 0.115 0.303 2.070
]
8 40.4 -0.206 0.005 -1.222 9 45.5 -0.066 -0.588 1.316 )
10 82.3 0.044 -0.139 -1.576 11 91.9 0.053 -0.055 1.058 12 107.5 -0.052 -0.015 -0.003 13 109.1 0.041 0.102 -0.522 14 147.3 20.518 -0.073 -0.350 15 147.6 -0.067 -20.388 0.347 16 217.9 -0.005 1.346 -0.236 17 234.9 0.367 0.377 20.288 18 263.9 0.899 0.000 -0.021
]
]
1 4-36 J l,
VEGP-SEISMIC ANALYSIS REPORT E
k e TABLE 4-25 AUXILIARY FEEDWATER PUMPHOUSE MODEL (Nodal Coordinates in Local Coordinate System)
(.
Node X Y' Z Elevation Remarks
( (ft) .(ft) (ft) (ft) 1 0.0 0.0 2.5 215.8 Basemat (Fixed base)
( 2 -19.0 -0.4 2.5 215.8 3- 19.0 -0.4 2.5 215.8 4 0.0 35.6 2.5 215.8 5 0.0 20.6 2.5 215.8 6 0.0 5.6 2.5 215.8
(- 7 0.0 -13.4 2.5 215.8 8 0.0 -36.4 2.5 215.8 9 0.0 0.0 0.0 213.3 10 0.0 0.0 18.8 232.1 Top of
[ structure 11 -19.0 -0.4 18.8 232.1
[ 12 19.0 -0.4 18.8 232.1 13 0.0 35.6 18.8 232.1
{
14 0.0 20.6 18.8 232.1
( 15 0.0 5.6 18.8 232.1 16 0.0 -13.4 18.8 232.1 17 0.0 -36.4 18.8 232.1
(
(
l 4-37
( ____
]
VEGP-SEISMIC ANALYSIS REPORT
]
TABLE 4-26 AUXILIARY FEEDWATER PUMPHOUSE MODEL (Mass Properties) ]
Node Translational Inertia Rotational Inertia (K-sec2/ft) (K-sec2-ft)
TX TY TZ RX RY- RZ )
10 66.12 66.12 66.12 30681.4 13130.7 40079.5
]
)
]
1
. J J
1 J
)
J 1
4-38 1
~_ ~ ~ m m_ e- .
r- e em .r r m r e-m e m m 1 x_ _rg r; TABLE 4-27 AUXILIARY FEEDWATER PUMPHOUSE MODEL (Stiffness Properties)
Moment of Moment of Axial Shear Shear Inertia Inertia Cross- Area Area Torsional About About Beam Sectional Local Local Moment of Local Local Modulus of Poisson's E Element Area Y-Axis Z-Axis Inertia Y-Axis Z-Axis Elasticity Ratio y- !
2 No. (ft )
2 2 (ft ) (ft )
2 4 (ft )
4 (ft )
4 (ft ) (k/ft ) p g 5-1 148 0 126 100 67537 49 519000 0.25 )
a.
d, 2 64 0 54 100 5461 21 519000 0.25 g o g 3 148 0 126 100 67537 49 519000 0.25 g m
4 80 68 0 100 27 10667 591000 0.25 5 5 80 68 0 100 27 10667 591000 0.25 h o
6 80 68 0 100 27 10667 591000 0.25 $
7 80 68 0 100 27 10667 591000 0.25 8 III 1 0 0 307424 10 10 591000 0.25 (1) Beam element utilized to represent the combined torsional stiffness of the structure.
~
VEGP-SEISMIC ANALYSIS REPORT l
TABLE 4-28 AUXILIARY FEEDWATER PUMPHOUSE FIXED-BASE MODEL (Free Vibration Analysis)
Modal Participation Factor Mode Frequency No. (cps) x y z 1 35.4 8.095 -0.000 0.000 2 38.5 0.000 8.115 0.022 3 68.3 -0.216 -0.000 0.000 l 4 90.9 0.000 0.000 -8.067 5 98.5 0.740 -0.000 0.000 6 102.9 0.000 -0.508 -1.019 I
I I
I I
I I
4-40
v VEGP-SEISMIC ANALYSIS REPORT ,
k ,.
L 1 TABLE 4-29
(;'
CONDENSATE STORAGE TANK MODEL (Sheet 1 of 2)
'(Nodal Coordinates in Local Coordinate System)
( Node X Y Z Elevation Remarks i
( _.(ft) (ft) (ft) (ft)
(- 1 0.0 26.0 53.2 269.2 Top (North tank) 2 0.0 26.0 42.25 258.25 3 0.0 26.0 29.5 245.5 4 0.0 26.0 16.75 232.75 5 -22.6 0.0 30.1 246.1 Missile protec-tion structurc
( 6 0.0 -26.0' 53.2 269.2 Top (South tank) 7 0.0 -26.0 42.25 258.25
{
8 0.0 -26.0 29.5 245.5
(. 9 0.0 -26.0 16.75 232.75 10 0.0 0.0 4.0 220.0 Basemat
[ 11 0.0 0.0 0.0 216.0 Bottom of basemat (Fixed base)
(- 12 0.0 26.0 36.0 252.0 Water mass 13 0.0 -26.0 36.0 252.0 Water mass
( 14 0.0 26.0 10.5 226.5 Water mass 15 0.0 -26.0 10.5 226.5 Water mass
(
16 0.5 27.0 39.0 255.1 Water mass 17 1.5 26.0 39.0 255.1 Water mass 18 0.5 -25.0 39.0 255.1 Water mass 19 1.5 -26.0 39.0 255.1 Water mass
(
4-41 L. .
I l VEGP-SEISMIC ANALYSIS REPORT TABLE 4-29 CONDENSATE STORAGE TANK MODEL (Sheet 2 of 2)
(Nodal Coordinates in Local Coordinate System)
Node X Y Z Elevation Remarks (ft) (ft) (ft) (ft) 20 0.5 26.0 39.0 255.1 21 0.5 -26.0 39.0 255.1 22 -24.1 -1.3 30.1 246.1 23 -24.1 -1.3 4.0 220.0 Top of Basemat 24 0.0 26.0 4.0 220.0 Top of Basemat 25 0.0 -26.0 4.0 220.0 Top of Basemat i
I I
l l
l l
. 3 4-42 h.... . . . . . . .. . . . . . .
k VEGP-SEISMIC ANALYSIS REPORT f...
L TABLE 4-30 CONDENSATE STORAGE TANK MODEL
( (Mass Properties)
(. Node Translational Inertia Rotational Inertia
( (K-sec2/ft) (K-sec2-ft)
TX TY TZ RX RY RZ 1 22.77' 22.77 22.77 4378. 4378. 8637.
2 17.17 17.17 17.17 4782. 4782. 9100.
3 17.17 17.17 17.17 4782. 4782. 9100.
lt 4 17.17 17.17 17.17 4782. , 4782. 9100.
12.51 12.51 12.51 1686. 1171. 2275.
( '5-6 22.77 22.77 22.77 4378. 4378. 8637.
7 17.17 17.17 17.17 4782. 4782. 9100.
8 17.17 17.17 17.17 4782. 4782. 9100.
9 17.17 17.17 17.17 4782. 4782. 9100.
10 77.05 77.05 348.13 89120. 29890. 119350.
[
11 120.51 120.51 120.51 139390. 46750. 186680.
12 69.34 69.34 0. O. O. O.
13 69.34 69.34 0. O. O. O.
( 14 38.31 38.31 0. O. O. O.
15 38.31 38.31 0. O. O. O.
(
16 0. 20.68 0. O. O. O.
f 17 20.68 0. O. O. O. O.
18 0. 20.68 0. O. O. O.
19 20.68 0. O. O. O. O.
(
4-43 l-. .
- n TABLE 4-31 CONDENSATE STORAGE TANK MODEL (Sheet 1 of 2)
(Stiffness Properties)
Moment of Moment of Axial Cross- Torsional Inertia Inertia Beam Sectional Shear Moment of About Local About Local Modulus of Poisson's Area Inerti a Y-Axis Z-Axis Elasticity Ratio Element Area 2
(ft4) 4 (ft4) (k/ft2) p g No. (ft2) (ft ) (ft )
o 1 289 153 152895 76448 76448 519120 0.25 7 2 289 153 152895 76448 76448 519120 0.25 s
3 289 153 152895 76448 76448 519120 0.25 g 4,
289 153 152895 76448 76448 519120 0.25 @
1 t-4 >.
73 62. 2538 14754 7130 519120 0.25 E 5
76448 519120 0.25 m 6 289 153 152895 76448 7 289 153 152895 76448 76448 519120 0.25 i o 8 289 153 152895 76448 76448 519120 0.25 fl 9 289 153 152895 76448 76448 519120 0.25 10 289 153 152895 76448 76448 15600000(1) 0.25 11 289 153 152895 76448 76448 15600000 III 0.25 12 289 153 152895 76448 76448 15600000 II) 0.25 13 289 153 152895 76448 76448 15600000 III 0.25 14 289 153 152895 76448 76448 15600000 III 0.25 (1) This value is selected to model the ' rigid' beam stiffness.
' {j d'
Ng g0o g a34 r
a r
r m
l
) a
- 2 n o
f i o lt )
a c a2 i eet 6 6 6 6 m 2 t
xSrf A A(
5 5 5 5 e s e s h ) o m (
s s e
r C
i L t E r 1 D e m 3 O
M p
o 4 r K P fy E N ot
- L A s i )
r B T s s c2 A e uit 0 0 0 0 T E n ltf 1
G f us/ 1 1 1
, A f dak n R i ol(
O t ME T S S (
- E T
A S
N t E sn D
N O
se.
umo reN 1 2 3 4 C Tl E
,h l l
]
VEGP-SEISMIC ANALYSIS REPORT
]
TABLE 4-32 CONDENSATE STORAGE TANK FIXED-BASE MODEL (Free Vibration Analysis) }
Modal Participation Factor Mode Frequency No. (cps) x y z 1(1) 0.26 0.000 6.434 -0.000 2(1) 0.26 -6.434 0.000 -0.000 3(1) 0.26 -0.000 -0.058 0.000 4(1) 0.26 0.000 0.000 -0.000 ]
5 12.1 -0.221 17.596 -0.000 6 12.1 -17.597 -0.220 -0.004 7 12.2 0.000 0.001 0.000 8 12.2 -0.000 0.000 -0.000 9 14.8 -0.534 0.530 0.006 ]
10 23.0 -3.337 -0.243 0.184 11 26.6 0.156 -3.423 0.098 12 29.2 -0.002 0.052 -0.002 13 29.3 0.000 0.000 -0.000 14 32.2 0.008 6.719 0.001
]
15 32.2 6.730 -0.007 -0.003 16 32.2 -0.000 0.011 0.001 )
17 32.3 0.000 0.000 0.000 18 42.5 0.000 -0.058 0.003 19 42.8 -0.002 -0.001 -11.830
]
20 49.8 3.373 -0.109 -0.017 IIIWater sloshing modes 4-46 )
~
V3 P* SEISM 13 C OLV;O CCPo;T l
L 8() - E L. 399.0*
r E t
7() E L. 361.0' C3 5 64> E L. 323.0'
{
E f DYNAMIC DEGREES
( OF FREEDOM 5() E L. 290.7' k
4() EL. 258.4' I E 3() E L. 220.0' 77p77g gg
{
E ,
2( ) E L.193.8' Z (VERTICAL) E f 1 E L.171.8' Y (N-8)
/ 9 11 E L.163.9' R101D BEAM i
,,,,,, E L.143.b'
( X (E W)
LOCAL CDORDIN ATE SYSTEM LEGEND:
g MASS NODE (WliH 6 OYNAMIC DEGREE 5 0F FREEDOM)
( O Massless N00E
@ BEAM ELEMENT 'n' M R1010 LINK
{
Figure 41 f CONTAINMENT SHELL FIXED BASE MODEL
VCIP-SEISMIC CCOLYSc3 CCro;f L,
NORTH STEAM GENERATOR COMPARTMENT I
L 7
[
[
~~s II P R1M 5~~
[ 15
( 11 g b 4 II 14 Q 4
[ E 10 2 DYN AMIC DEGREEt 0F FREEDOM
)0
{
( Z (VFRTICAL) b Y (N-5) RlGID LINK
{
18 E L 1619' X (E.W)
LOCAL C00RblNATE SYSTEM LEGEND:
g MASS NODE (WITH 6 OYNAMIC DEGRt[S OF FRitDOM)
( O MASSLESS N00t
@ OEAM ELEMENT 'n' M RIGIO LINK
(
[
Figure 4 2 CONTAINMENT INTEllNAL STilUCTUllE FlXED BASE MODEL l
L VEthszl:MIC AN ALVEl3 REPORT L
[
[ 688 EL. 258.25'
[
4 687 686 > E L. 260' I
DYNAMIC DEGREES DF FREEDOM L **
r^voya " " "'
mysywpr
[
682() EL.195'
[
681() E L.170.5'
{
[ 680 O EL.143.5'
( Z (VERTICAL) 679( ) EL.119.25'
-RIGID BEAM f ;
fff EL.109.25' 77 X (E-W1 LDCAL CDDRDINATE SYSTEM LEGEND:
MASS NODE (%!TH 6 DYN AMIC-9 DEGREES OF FREEDOM)

~~REPRESENTS MULTIPLE BEAM~~
~~ELEMENTS BETWEEN LEVELS~~
{ Figure 4-3 AUXILIARY BUILDING FIXED-BASE MODEL j
{
u V21P-331SMIC AN ALYCl3 CtEPORT I
L I
L I
(
976() EL 282.5'
[
975() 977() EL. 262.75' O
974() E L. 242.75' DYNAMIC DEGREES OF FREEDOM EL. 222.75' 973 O 774 77 g
[
972() EL. 203.0' Z (VERTICAL)
[ y )
971 t > E L 180.0'
- RIGIO BEAM
'I #
// / ///
X (E-W)
[ LOCAL COORDINATE SYSTEM
[
LEGEND:
MASS NODE (WITH 6 DYNAMIC g DEGREES OF FREEDOM) m - REPRESENTS MULTIPLE BEAM ELEMENTS BETWEEN LEVELS s
( Figure 4-4 CONTROL BUILDING FIXED-BASE MODEL
(
l ___ -_ ----- --
k VCSP-63eIMIC AN ALVEl3 f33PORY L
[
252 E L. 288.2' 250 251 E L. 263.7' 4
I OYNAMIC DEGREES OF FREEDOM 249 $ E L. 220.0' 77 37 yff ffgf yf yf7 245 248 EL. 200.0*
.' 244 247
[ 243( ) E L.179.0'
( Z (VERTICAL) -
241 ( ) E L.160.0'
( 238 PRIG;0 BEAM 777777,7 E L.154.0' X (E-W)
LOCAL COORDINATE SYSTEM
(
LEGEND:
$ MASS N00E
[ - - REPRESENTS MULTIPLE BEAM

~~ELEMENTS BETWEEN LEVELS M REPRESENTSTRUSS ELEMENT~~
( Figure 4-5 FUEL HANDLING BUILDING FIXED-BASE MODEL
{
l --_-
~
V24P-SElIMIC AN ALY208 DEPORT
~
E L. 250.91' () 23 L
4>
k E L. 242.4' (
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Figure 4-6 NSCW TOWER FIXED-BASE MODEL
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Figure 4-7
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( CONDENSATE STORAGE TANK FIXED-BASE MODEL
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p VEGP-SEISMIC ANALYSIS REPORT
( 5.0 SEISMIC INPUT Synthetic free-field earthquake acceleration time-histories are h used as the basic input in the-dynamic seismic analysis of Category 1 structures performed to obtain the design structure accelerations and in-structure response spectra.
{
The basis for the generation of the synthetic time-histories is
{ discussed in section 2.5 of BC-TOP-4A (reference 2) . Figures 5-1 and 5-2 show the synthetic free-field acceleration time-history motions in the horizontal and vertical directions. Comparison between the free-field time-history response spectra and the design response spectra for both horizontal and vertical motions, and the frequencies at which the spectra values are calculated are provided in section 2.5 of BC-TOP-4A.
[. - In order to obtain the input time-history to the FLUSH computer program that is used for the soil-structure interaction analyses h of deeply embedded structures, the digitization interval of the synthetic time-history records needed to be modified. The time
[ interval of the original 24 sec. time-histories is increased from 0.005 sec. to 0.01 sec. through the use of the corrputer program LHAKE. The FLUSH computer program requires that the
{ total number of time steps in the time-history record be 2",
where n~is an integer. To satisfy this requirement, 2048 (211 = 2048) step time-history records are chosen. These 20.48 sec.
synthetic time-history records are developed by adopting the
( first 18 sec. of the time-histories obtained from SHAKE followed by a quiet zone of 2.48 sec. The differences between the response spectra derived from these motions and the response spectra
( obtained from the original time-histories are insignificant. The horizontal and vertical synthetic time-history motions are scaled to 0.20g and 0.12g to obtain, respectively, the SSE free-field design time-history and the OBE free-field design time-history.
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[ VEGP-SEISMIC ANALYSIS REPORT r
L 6.0 SOIL-STRUCTURE INTERACTION ANALYSES h 6.1 ANALYSIS METHODOLOGY The half-space (impedance) modeling method and the finite element
( modeling method are the' standard methods used in the soil-structure interaction vialyses of structures. Since for surface structures
{
the distribution of free-field motions with depth in the underlying soil has no influence on the structural response,'either method is acceptable. For embedded structures, however,. consideration of the variation of motions with depth is essential if adequate evaluations of soil and ~ structural response are to be obtained without andue conservatism. The finite element method is particu-larly well suited for evaluating the response of embedded
( structures since it can readily provide consideration of the variation of soil characteristics with depth, the different non-linear deformation and energy absorbing capacities of the
{
various soil strata, the variation of motions with depth, and the effects of-adjacent structures on each other.
The VEGP soil-structure interaction analyses of deeply embedded Category 1 structures are performed using the finite element method with the control motion applied at the finished grade level in the free-field. Embedment depths of Category 1 struc-tures are provided in table 6-1. The containment building and containment internal structures, auxiliary building, control
[ building, fuel handling building, and NSCW tower are classified as deeply embedded structures.
For shallowly embedded Category 1 structures, the soil-structure interaction analyses are performed using the impedance method
[ with,the control motion applied at the foundation levels of the structures in the free-field. The diesel generator building, auxiliary feedwater pumphouse, and Category 1 tanks (condensate
{
storage tanks, refueling water storage tank, and reactor makeup water storage tank) are classified as shallowly embedded structures.
6-1
VEGP-SEISMIC ANALYSIS REPORT Buried structures are surrounded by soil and essentially move with i the ground. The response of the structure is the same as that of the ground and, therefore, no soil-structure interaction analysis is performed for buried structures. The diesel fuel oil storage tank pumphouse and Category 1 tunnels are classified as buried structures.
6.2 DEEPLY EMBEDDED STRUCTURES 6.2.1 FLUSH Computer Program The computer program FLUSH (reference 4) is used to perform the soil-structure interaction analyses of deeply embedded Category 1 structures. FLUSH utilizes the complex response method to perform the finite element method of soil-structure interaction analyses.
The soil system is represented as a two-dimensional finite element model. The model consists of two types of elements:
displacement-compatible isoparametric quadrilateral elements (solid elements) and linear bending elements (beam elements).
In the complex response method, the stiffness matrix including the material damping is formed using the complex shear moduli to f simulate damping effects. By this approach, the equations of motion are reduced to a set of linear complex equations at each discrete frequency and are solved in the frequency domain to obtain the structural response.
Transmitting boundaries are used at the vertical edges of the soil model to simulate, with a finite number of degrees of freedom, the infinite extent of the soil. The transmitting boundary conditions are computed using the iterated soil properties from the free-field computations to couple all the boundary points. The forces related to the energy transmission are then included in the equations of motion in the frequency domain to represent the l dynamic effects of the semi-infinite viscoelastic soil system at the vertical boundaries of the model. These boundaries constitute perfect absorbers for any kind of waves impinging with arbitrary S incidence. A closed-form comparison study by Kausel and Roesset m
6-2
b VEGP-SEISMIC ANALYSIS REPORT
~
u (reference 5) concludes that these transmitting boundaries are consistent (non-local) boundary conditions that can be placed
" immediately adjoining the region of interest (e.g. next to an embedded structure). FLUSH suggests a minimum of one column of soil elements adjacent to the embedded structure. In the VEGP finite element models for the seismic analysis, the transmitting boundaries are located at a minimum of three elements away from the embedded structures.
Soil Modeling
( 6.2.2 As described in paragraph 6.2.1, the soil-structure interaction
( analyses of deeply embedded structures are performed using the FLUSH computer program, in which the non-linear characteristics of the soil can be accounted for by use of strain-compatible
{
soil properties (see figures 3-1 through 3-6) through an itera-tive procedure. In each iteration, the analysis is linear but the soil properties are adjusted from iteration to iteration until the computed strains are compatible with the soil proper-ties used in the analysis. Using this approach, an appropriate strain-dependent soil property is assigned to each element.
- Since the depth to bedrock below the plant finished grade is large (approximately 950 feet), practical considerations make it
[ neceesary to limit the depth of the finite-element soil-structure interaction model to a smaller value. The criterion used to determine the depth of the model is that the control motion for
(
each finite-element model shall be deconvolved to one-half the structure width below the structure foundation. Accordingly, the depth of a model is selected such that the distance between the structure foundation and base of the finite-element model is a minimum of about one-half the structure width. The depths and number of layers used for the various FLUSH models, which
( are described in section 6.2.3, are provided below:
[
[ 6-3
VEGP-SEISMIC ANALYSIS REPORT Finished Lowest Base Depth of No. of I FLUSH Grade Foundation Elevation Model Soil 1 Model Elevation Elevation of Model Used Layers No. (ft) (ft) (ft) (ft) Used 1 220 109 -110 330 30 2 220 144 +1 219 24 3 220 173 -74 294 28 4 220 109 +1 219 24 a 220 109 +1 219 24 5
6 220 128 +20 200 23 [
The comparison of the deconvolved free-field response spectra at the foundation levels of structures obtained from the 330 feet deep model with those from the other models with shallower depths shows that they are essentially the same. In addition, the comparison of the strain-dependent soil properties of the soil elements in the bottom-most layers in the soil-structure interaction finite-l element models with those of the corresponding layers in the free field shows that they are very close, confirming that the model depths are large enough to preclude any significant influence of g
the model bases on the structure response other than the free- I field effects.
The soil layers and the associated free-field soil properties, on the basis of which the finite element soil-structure interaction analyses of deeply embedded structures are performed, are provided l in figure 6-1.
In the analyses for the vertical component of the earthquake, the soil prope: ties for the layers below the water table are based on the iterated strain-dependent soil properties or the compression wave velocity of water, whichever is greater. This is consistent with the assumption that, in saturated soils, the compression wave would travel with the compression wave velocity of the soil medium or the compression wave velocity of water, whichever is greater. The compression wave velocity of water is taken as 5000 ft/sec. J 5
]
6-4 l:
u
u _ . _ , __ . .
L VEGP-SEISMIC ANALYSIS REPORT 6.2.3 Soil-Structure Models The procedure for computing the three-dimensional response of the structures using the two-dimensional FLUSH soil model is described below. This procedure combines a two-dimensional finite element representation of soil with a three-dimensional representation of structures.
A fixed-base three-dimensional lumped mass model of the structure is developed and expressed in the form of stiffness and mass
( matrices (see section 4.0). A two-dimensional model of the soil with the structure removed is prepared and all nodes in contact
[ with the structure (henceforth called common nodes) are identified.
The soil model is one unit wide in the out-of-plane dimension.
To ensure compatibility with the unit width soil model, the
{ stiffness and mass matrices of the structure are divided by the equivalent width (out-of-plane dimension) of the structure.
'[ A base eccentricity sometimes exists between the structure and ,
the soil plane, especially when more than one structure exists [,j ;
[ in a single soil model. When this occurs, a mathematical coordi- N# > . ,.
nate transformation is performed to relate the base node of the f:*'..,.. ,.
( structure to the plane of the soil model. eA%:.5
~~M.y The structure nodes associated with the common nodes have degrees~~
[
t of freedom only in the plane of the soil model in order that the yO FLUSH program can be executed. Tnus, the degrees of freedom of sN
[ the structure common nodes are mathematically transformed to be M x>
compatible with the degrees of freedom of the soil common nodes. L . ..?/t a....
There is no requirement that the degrees of freedom for the eg remaining structure nodes (henceforth called free nodes) be 'Y+.'. U
.. p
(
reduced. M] : :,:
After the common degrees of freedom have been made compatible *J,lh4 both in the structure and in the soil, the total soil-structure .)<.
{ system is then assembled in global matrices and the solution $.D.)
is accomplished by FLUSH, as in a standard finite element kb6 problem.
1; * ,
k ; p's.
-(
6-5 r
w t _ _ __ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ .
' l'
VEGP-SEISMIC ANALYSIS REPORT h A power block plan view showing the foundation elevations of the - -
~~$ deeply embedded structures together with the sections considered s~~
, for the six FLUSH models is shown in figure 6-2. The six FLUSH
[ models are shown in figures 6-3 through 6-8. The first is an =
C east-west model which includes the auxiliary building. The b second is also an east-west model which consists of the contain-ment building Unit 2, the fuel handling building, and the containment building Unit 1. The effect of the diesel generator buildings on the response of the containment building is accounted for by modeling their inertial properties with structural layers 4-in the soil finite-element model. The third is an east-west model which includes the control building. The fourth is a north-south model which includes the auxiliary building, containment building I Unit 1, and the control building. In FLUSH models 4 and 5, the effect of the turbine building, located adjacent to the control :
building, is considered by modeling it as a structural layer in the soil finite-element model with proper inertial properties. .
Since the mass of the radwaste transfer building, located adjacent to the auxiliary building, is less than 5 percent of the mass of the auxiliary building, its effect on the response of the auxiliary building is considered insignificant. The fifth is also a north-south model which includes the auxiliary building, the fuel handling building, and the control building. The sixth is a model which includes a nuclear service cooling water (NSCW) tower. Considering the plant layout, it is assumed that there is no significant interaction between each of the nuclear service cooling water (NSCW) towers and the rest of the structures.
Shear moduli based on the design mean value, shear moduli with upper-bound values equal to 1.5 times the mean values, and lower-bound values equal to the mean values divided by 1.5 are con-sidered in the analysis. The mean values of low strain shear moduli are computed as described in section 3.2.2.
6-6
h -
c VEGP-SEISMIC ANALYSIS REPORT c
The. generation of.the design time-history motions'is described
,in section 5.0. This' ground motion is defined for the free-field
.and.is; applied a't the nominal finished grade-level'(elevation
.220'-0") of the site.
'6.2.4- . Soil-Structure Interaction Analyses b The time-history at th'e base of the idealized soil profile is obtained through deconvolution in the free-field of the design accelerationLtime-history specified at finished grade-level. The
[
time-history thus obtain'ed is applied at the base of the soil-structure' interaction ~ system. The resulting time-history responses
are:used to generate the in-structure response spectra at selected structure elevations. Three sets of analyses are performed to account--for- the variation of soil parameters as indicated in section 2.3.2, using appropriate cutoff frequencies. Response
( spectra 'obtained by' considering the variation of soil properties
.are enveloped. Three component earthquake effects are accounted for'by. combining these response' spectra using the SRSS criteria,
[
-in accordance with Regulatory Guide 1.92, Combining Modal Responsesfand Spatial Components in Seismic Response Analysis.
The response spectra curves are then multipled by the scaling factor of l'.5 (see section 2.1) . The zero period accelerations of the response spectra are the' structure design accelerations.
The in-structure response spectra are computed at the frequencies
.given in table 6-2. These frequencies are selected using the suggested frequency intervals in' Regulatory Guide 1.122, Develop-( ment of Floor Design Response-Spectra for Seismic Design of Floor-Supported Equipment or Components. The additional horizontal response'to account for torsion due to seismic wave propagation
~
[
. effects are considered as described in section 7.2. Also in accordance with Regulatory Guide 1.122, the computed floor response spectra are smoothed and peaks associated with each of the structural frequencies broadened by 115 percent. As described in'section 4.6, the response spectra developed at elevation
-220'-0"'of the NSCW tower are applicable for the NSCW valve
( house.
6-7
[_ .
I VEGP-SEISMIC ANALYSIS REPORT I
Figure 6-9 provides a flow chart which traces the various steps performed to develop the design floor response spectra.
Tables 6-3 through 6-7 provide structure accelerations to be used g in the design of the structures. u 6.3 SHALLOWLY EMBEDDED STRUCTURES 6.3.1 Soil Impedances The impedance (half-space) method is used for the seismic I analyses of shallowly embedded Category 1 structures. In using g the impedance method, the dynamic force-displacement character- I istics of the foundation are represented by the foundation impedances. As a result of the inertia properties of the structure, the forces developed between the foundation and the soil produce motions different from the free-field motion. The foundation impedances are functions of the basemat geometry, elastic properties of the foundation medium, and forcing fre-quencies. They are represented by a mechanical analog composed of equivalent springs and dampers. The equivalent dampers represent two sources of damping which occur in soil-structure interaction. One source is the internal damping of the soil, and is referred to as material damping. The other is radiation damping and represents the propagation of wave energy away from the foundation.
Due to the three distinct soil strata (section 3.2) which exist below the shallowly embedded structures, it is necessary that l
the impedance functions be calculated for a layered foundation media rather than for a uniform foundation media. The techni._tes used to obtain the impedance functions for layered media are provided in Appendix A. The soil layers and the associated soil y properties used are provided in figure 6-1. These properties are I obtained from averaging the iterated strain-dependent values within a specified layer with consideration given to the effects of the increase in confinement pressure under the building )
structure on these values. The soil profile and the basemat
L.
-VEGP-SEISMIC ANALYSIS REPORT-( . geometry; of a 'given structure are input to the computer programs GLAYER~and CLA. .( GLAYER computes Green's function for an.arbi-trarily-shaped-foundation on a' layered soil medium; utilizing
{ Green's function, CLA computes the frequency-dependent impedance
-functions for the soil media.) From the CLA results, the corre-sponding frequency-dependent soil impedance curves (6 springs and 6 damping coefficients) are obtained. Similarly, the translational
( -soilcimped'ance in the vertical direction is calculated using the
~
same: computer programs, but including the-effects of the ground-water table, since the water is considered effective in trans-
[
mitting the seismic wave vertically. A compression wave velocity
.of '5000 ft/sec. is used for layers below the groundwater table.
{
Initial frequency-independent' soil impedances are estimated
-using'BC-TOP-4A and associated frequencies are calculated. Based
{ fon these frequencies, the soil impedance versus frequency curves
.are utilized to obtain frequency-dependent soil impedances. If
[I these impedances'are not compatible with the initial values, then improved values are obtained by iteration.
'6.3.2 Soil-Structure Interaction Analysis
( _
The fixed-base structure frequencies and mode shapes obtained from section 4.0 together with the converged soi1 impedances are input O to.the GEMD computer program, which computes the composite modal
~
damping of the soil-structure system. For conservatism, any h . computed composite modal dampings exceeding 10 percent of critical are; replaced by a maximam of 10 percent of critical except for those
' modes that are associated with rigid body translation or rotation
(
of the structure.
The. modal dampings and soil impedances calculated above, along with h
the. structure stiffness and mass properties, are used as input to the BSAP computer program where the soil-structure system modal
{ . analysis is performed. The number of modes to be included in the time-history analysis of a given structure is selected on the basis
[ .of cumulative modal mass associated with those modes and the frequency 6-9 l
VEGP-SEISMIC ANALYSIS REPORT of the highest mode considered. The total number of modes chosen in any one model corresponds to 99 percent of the cumulative modal .
mass having participated in each of the three orthogonal directions and the frequency of the highest mode considered being equal to or greater than 33 cps. The soil-structure system frequencies and participation factors of the lumped parameter models are listed in tables 6-8 through 6-13.
The 20.48 sec. free-field acceleration time history (section 5.0) is applied at the foundation levels of the lumped parameter models in the time-history analysis. The resulting modal responses are superimposed in accordance witi BC-TOP-4A to obtain the total time-history response for each dynamic degree of freedom in the model. These time-history responses are used to generate in-structure response spectra at selected structure levels. At a given structure level, response spectra are obtained for each of the six dynamic degrees of freedom (three translational and three rotational). These response spectra represent the response at the center of mass of that level. The translational response obtained at the extreme corner of a building exceeds the translational response obtained at the center of mass due to the rigid body rotation of the floor. The additional translational response due to the rotation of the lumped mass node is obtained as the product of the rotational response spectra and the perpendicular distance from the lumped mass node to the extreme point in the building.
This translational response is then added by absolute sum combi- .
nation to the corresponding translational response spectra of the lumped mass node. Responses are thus obtained for each of the three orthogonal earthquake components under OBE and SSE events.
Three component earthquake effects are considered by combining these response spectra using the SRSS criteria in accordance with Regulatory Guide 1.92, Combining Modal Responses and Spatial Components in Seismic Response Analysis. The zero period accelerations of the response spectra are the structure design ,
accelerations.
~
6-10
VEGP-SEISMIC ANALYSIS REPORT A
~~r. The floor response spectra are computed at the frequencies given K in table 6-2. These frequencies are selected using the suggested~~
~ frequency intervals in Regulatory Guide 1.122, Development of b Floor Design Response Spectra for Seismic Design of Floor-Supported Equipment or Components. The additional horizontal response to
( account for torsion due to seismic wave propagation effects are considered as described in section 7.2. Also in accordance with Regulatory Guide 1.122, the computed floor response spectra are
{
smoothed and peaks associated with each of the structural fre-quencies broadened by 115 percent.
Figure 6-10 provides a flow chart which traces the various steps performed to develop the design floor response spectra.
Tables 6-14 through 6-16 provide structure accelerations to be
.used in the design of the structures.
6.4 BURIED STRUCTURES Buried structures are surrounded by soil and essentially move with the ground.. The response of the structure is the same as b that of;the ground and, therefore, no separate soil-structure interaction analysis is performed for buried structures. As an added conservatism, the design structure accelerations and
(
response spectra' for the Category 1 tunnels and diesel fuel oil storage tank pumphouse are obtained from the free-field ground
{ accelerations and response spectra by multiplying them by a factor of 1.25. This results in design structure acceleration values of 0.15g and 0.25g respectively for OBE and SSE conditions.
b' 6.5 DESIGN RESULTS The structure acceleration values used in the design of struc-b tures are provided in tables 6-3 through 6-7 for deeply embedded Category 1 structures, and in tables 6-14 through 6-16 for
(.. shallowly embedded Category 1 structures. The values used for buried structures are described in section 6.4.
( Design in-structure response spectra for selected levels in major Category 1 structures are provided in Appendix B.
h 6-11/12
[ - - - - - - - _ - - - - - - - - - - - - -
VEGP-SEISMIC ANALYSIS REPORT a
TABLE 6-1 EriBEDMENT DEPTHS OF CATEGORY l STRUCTURES (3)
Foundation (1) Least Embedment Foundation Structure (2)
Structure Depth (ft) Width (ft) Height (ft)
Containment 61 154 243 building Auxiliary building 111 129 179 i Control building 47 148 I4) 140 Fuel handling 66 76 134
. building NSCW towers 89 100 136 71 Diesel generator 9 92 2 building Condensate storage 4 63 60 tanks Refueling water 3 62 66 storage tank Reactor makeup 2 53 46 g water tank Auxiliary feed- 7 40 31 water pumphouse NSCW valve house 20 20 50 (1) Distance from bottom of foundation to plant grade level.
(2) Distance from bottom of foundation to highest point of structure.
(3) Buried structures are not included in this table.
(4) Typical width for most parts of the foundation.
-5 6-13
VEGP-SEISMIC ANALYSIS REPORT TABLE 6-2 FREQUENCIES FOR FLOOR RESPONSE SPECTRA CALCULATIONS (Hz) 0.2, 0.3, 0.4, 0.5, 0.6, 0.7, 0.8, 0.9, 1.0, 1.1, 1.2, 1.3, 1.4, 1.5, 1.6, 1.7, 1.8, 1.9, 2.0, 2.1, 2.2, 2.3, 2.4, 2.5, 2.6, 2.7, 2.8, 2.9, 3.0, 3.15, 3.3, 3.45, 3.6, 3.8, 4.0, 4.2, 4.4, 4.6, 4.8, 5.0, 5.25, 5.5, 5.75, 6.0, 6.25, 6.5, 6.75, 7.0, 7.25, 7,5, 7.75, 8.0, 8.5, 9.0, 9.5, 10, 10.5, 11, 11.5, 12, 12.5, 13, 13.5, 14, 14.5, 15, 16, 17, 18, 20, 22, 25, 28, 31, 34 I
I I
I I
l l
l 1
J 9
6-14 .
-- _. m._.__ _ _ _ _ _ _ _ _ _ _ - . . _ _ _ _ - _ _ . _ _ - - _ _ _ _ _ _ _ _ - . _ _ _
E n .
VEGP-SEISMIC ANALYSIS REPORT E M p
$ TABLE 6-3 -
CONTAINMENT BUILDING DESIGN STRUCTURE ACCELERATION VALUES
=
h SSE (g's) OBE (g's)
Description Node Elevation E-W N-S Vert. E-W N-S Vert. --.
Basemat III 1 163.9' O.21 0.20 0.38 0.14 0.13 0.23 2 195.0' O.21 0.22 0.45 0.15 0.15 0.29 3 218.0' O.24 0.27 0.48 0.17 0.20 0.32 Contmt I) 4 236.0' O.25 0.30 0.41 0.18 0.23 0.27 Internal a Concrete 5 236.0' O.25 0.30 0.43 0.18 0.23 0.27 _-
3 Structure j
. 6 258.0' O.32 0.37 0.41 0.21 0.28 0.27 L
= . .
{
7 258.0' O.31 0.38 0.43 0.21 0.29 0.27 ;
2 193.8' O.22 0.22 0.34 0.15 0.15 0.22 h n 3 220.0' O.25 0.25 0.35 0.17 0.17 0.23 h (grade =
_7 level) s, Contmt III 4 258.4' O.31 0.31 0.41 0.22 0.22 0.27 '
Shell ,
~~& 5 290.7' O.38 0.38 0.42 0.26 0.26 0.28 E' Dome 6 323.0' O.45 0.45 0.43 0.30 0.30 0.30 _~~
e 7 361.0' O.54 0.54 0.44 0.36 0.36 0.30 g 3 8 399.0' O.64 0.64 0.45 0.44 0.44 0.26 5
] (1) Refer to figure 4-1 for nodal designation (2) Refer to figure 4-2 for nodal designation i E e
=
^
g 6-15
VEGP-SEISMIC ANALYSIS REPORT G
W TABLE 6-4 $-
AUXILIARY BUILDING DESIGN STRUCTURE ACCELERATION VALUES a
SSE-(g's) OBE (g's) l_
Node II) Elevation E-W N-S Vert. E-W N-S Vert.
?
679 119'-3" 0.18 0.19 0.29 0.11 0.12 0.18 T
=
680 143'-6" 0.19 0.19 0.29 0.12 0.12 0.19 681 170'-6" 0.21 0.22 0.30 0.13 0.14 0.19 682 195'-0" 0.22 0.25 0.30 0.14 0.16 0.19 1
'E 683 220'-0" 0.24 0.28 0.30 0.15 0.18 0.20 -
(grade level) i
=
684 240'-0" 0.26 0.33 0.36 0.16 0.21 0.23 _
685 240'-0" 0.26 0.33 0.36 0.16 0.21 0.23 686 260'-0" 0.26 0.34 0.36 0.17 0.22 0.23 h 687 260'-0" 0.26 0.34 0.36 0.17 0.22 0.23 688 288'-2" 0.38 0.36 0.36 0.25 0.24 0.23 _
(1) Refer to figure 4-3 i
E-t 5
=
6-16
L
~
VEGP-SEISMIC ANALYSIS REPORT F-a.
(; TABLE 6-5 CONTROL BUILDING DESIGN STRUCTURE ACCELERATION VALUES
(( .
SSE (g's) OBE (g's)
_ Node (1) Elevation E-W N-S Vert. E-W N-S Vert.
971- 180'-0" 0.26 0.26 0.40 0.15- 0.17 0.24-
((
972 200'-0" 0.28 0.26 0.40. 0.17 0.18 0.24-
[
973 220'-0" 0.29 0.27 0.42 0.18' O.19 0.25 (grade
[ 1evel) 974 240'-0" 0.37 0.49 0.67 0.24 0'.33 0.44 975 260'-0" 0.45 0.58 0.72 0.30 0.40 0.53
[- .
'976 280'-0" 0.52 0.73 0.88 0.35 0.53 0.69-
~~h. (1)' Refer to' figure 4-4'~~
[.
[
[
L
(
(
(
[. 6-17
(.. .. . .. .
VEGP-SEISMIC ANALYSIS REPORT I
TABLE 6-6 FUEL HANDLING BUILDING DESIGN STRUCTURE ACCELERATION VALUES SSE (g's) OBE (g's)
Node (1) Elevation E-W N-S Vert. E-W N-S Vert.
241 160'-0" 0.24 0.21 0.39 0.16 0.14 0.24 243 179'-01s" 0.34 0.25 0.41 0.22 0.17 0.27 244 200'-0" 0.37 0.27 0.42 0.24 0.19 0.28 249 220'-0" 0.39 0.30 0.43 0.25 0.20 0.29 (grade level) 250 263'-8" 0.54 0.41 0.46 0.35 0.28 0.31 251 263'-8 O.54 0.42 0.46 0.35 0.29 0.31 l
__ l 252 288'-2" 0.61 0.49 0.49 0.42 0.33 0.33 (1) Refer to figure 4-5 1
6 j
]
1 l
1 6-18
s !,. a r ..sh L . % . W . .s y ,. y [ , , e t., s .c " -:: y.,. > ,9 i i L V :3 > - c. .>.
..y., n :: .. -
1 VEGP-SEISMIC ANALYSIS REPORT
[
TABLE 6-7 NSCW TOWER DESIGN STRUCTURE ACCELERATION VALUES SSE (g's) OBE (g's)
Description Node II) Elevation Horiz. Vert. Horiz. Vert.
Basemat 10 137.0' O.19 0.25 0.12 0.15 11 152.0' O.10 0.25 0.32 0.15 13 180.0' O.22 0.25 0.13 0.15 16 200.0' O.23 0.26 0.14 0.15 L 17 209.8' O.24 0.26 0.15 0.16
( Grade 18 218.5' O.25 0.27 0.15 0.16 Level Fill Beams 19 230.8' --(2) 0.25 --(2) 0.15
{
Shell 20 230.8' O.25 0.27 0.15 0.16 b Eliminator 21 242.4' --(2) 0.34 --(2) 0.24 Beams Shell 22 242.4' O.26 0.26 0.16 0.16
{
Top of 23 250.9' O.27 0.26 0.16 0.16 Tower
{
(1) Refer to figure 4-6
[
(2) The horizontal acceleration values are the same as of the shell at the corresponding elevation
[
[
[
t
( 6-19
{ _ - - - - - _ -
VEGP-SEISMIC ANALYSIS REPORT I
TABLE 6-8 DIESEL GENERATOR BUILDING SOIL-STRUCTORE SYSTEM (OBE)
(Free Vibration Analysis)
Modal Participation Factor No. (cps) X Y Z 1 3.8 -25.396 -0.191 0.342 2 4.1 -0.201 -26.111 -0.525 )
I 3 5.9 1.518 -0.828 0.029 4 7.3 2.446 4.704 -25.669 i 5 7.6 -3.234 9.811 9.602 l
! 6 7.7 11.751 1.793 7.258 ,
i i I
7 ! 16.3 -1.776 0.000 0.149 l 8 22.9 -0.018 -0.936 0.093 9 23.6 -0.130 0.095 0.001 10 31.6 0.090 0.002 0.007 l 1
11 38.9 0.006 -0.068 0.144 I
12 41.0 0.009 0.009 -0.854 42.8 -0.003 -0.036 -0.1 G;;
13
-0.003 0.030 I 14 49.4 0.049 i
15 52.6 -0.006 -0.025 -0.086 l 16 83.0 0.002 -0.003 -0.025 17 92.4 -0.002 0.001 -0.012 18 109.4 -0.001 -0.001 0.004 J
6-20
. - a .- ;~
W-VEGP-SEISMIC ANALYSIS REPORT I
L-
~~h. TABLE 6-9 DIESEL-GENERATOR' BUILDING SOIL-STRUCTURE SYSTEM (SSE)~~
{ (Free Vibration Analysis)
Modal Participation Factor
{ Mode Frequency i No. (cps) X Y. Z
[ 1 3.8 25.260 -0.189 0.354 i 2- 4.0- -0.197 -26.125 -0.527
{
3 5.8 1.487 -0.826 0.033 h- 4 7.1 ,
2.385 4.244 -26.194 5 7.5 -2.988 10.001 i 8.645 i
{- 6 7.5 -12.120 1.700 i 6.554 I
7 16.3 -1.766 0.001 j 0.141 8 22.9 -0.018 -0.905 0.089 h 9 23.6 -0.129 0.093 l 0.001 i .
s; 10 31.6 0.089 0.002 l 0.006 i
{: 11 38.9 0.006 -0.066 .
t 0.140 i
12 40.9 0.008 1 0.008 -0.815
[.
13 42.7 -0.003 -0.035 -0.179 i 14 49.3 0.048 -0.002 0.028 !
(. .
15 52.6 -0.006 '
-0.024 -0.082
- 16 83.0 0.002 l -0.003 -0.024 17 92.4 -0.002 0.001 -0.012
[L 18 109.4 -0.001 -0.001 0.004 ,
[ 6-21
VEGP-SBISMIC ANALYSIS REPORT I
TABLE 6-10 AUXILIARY FEEDWATER PUMPHOUSE SOIL-STRUCTURE SYSTEM (OBE)
(Free Vibration Analysis)
Modal Participation Factor Mode Frequency a No. (cps) X Y Z l
1 7.6 -10.588 0.000 -0.000 2 7.8 -0.000 -10.781 -0.001 3 10.5 0.013 0.000 -0.000 4 12.0 -0.000 3.719 -0.005 5 13.2 -4.236 -0.000 0.000 6 14.4 -0.000 -0.001 -11.405 7 59.9 0.000 0.217 0.000 8 61.4 0.200 -0.000 0.000 9 96.2 0.003 0.000 -0.000 10 130.4 -0.000 -0.000 -0.143 11 143.0 0.000 0.000 0.021 12 143.2 0.000 -0.000 -0.000 l
l l
l
(
s 6-22
VEGP-SEISMIC ANALYSIS REPORT r.=
L TABLE 6-11 AUXILIARY FEEDWATER PUMPHOUSE SOIL-STRUCTURE SYSTEM (SSE)
(Free' Vibration Analysis)
Modal Participation Factor l
[. Mode Frequency No. (cps) X Y Z
~
1 7.4' -10.456 0.000 -0.000 2 7.4 -0.000 -10.810 -0.001
[: ~
3 10.1 0.012 0.000 -0.000 4 11.5 -0.000 3.634 -0.005
{..
5 12.6 -4.553 -0.000 0.000 h 6 13.6 -0.000 -0.001 -11.405 7 59.9 0.000 0.197 0.000
[- 8 61.3 0.194 -0.000 0.000 9 96.1 '.0.003 -0.000 0.000
{
10 130.3 0.000 0.000 0.127
(- 11 143.0 0.000 0.000 0.018 12 143.1 0.000 -0.000 -0.000
[;
[' -
p
[
[.
[
6-23
VEGP-SEISMIC ANALYSIS REPORT I
TABLE 6-12 CONDENSATE STORAGE TANK SOIL-STRUCTURE SYSTEM (OBE)
(Free Vibration Analysis) l Modal Participation Factor Mode Frequency -
No. (cps) X Y Z 1(1) 0.26 -6.458 0.000 -0.000 2(1) 0.26 0.000 6.456 -0.000 3(1) 0.26 -0.000 -0.029 0.000 I 4(1) 0.26 0.000 0.000 0.000 5 4.3 22.170 -0.013 0.250 6 ! 4.4 0.013 22.541 -0.000 l
7 6.7 0.001 0.158 0.003 8 7.2 -0.392 0.001 25.086 l i
9 9.0 -0.000 8.034 -0.000 i l !
lg
~~10 10.0 i 9.035 C.000 j 0.476 11 12.2 0.000 -0.000 -0.000 0.041 0.001 0.001 1~~
12 14.7 1
13 15.7 0.008 0.017 0.001 14 21.8 0.032 0.761 0.001 15 22.1 0.089 -0.334 -0.007 16 28.4 0.013 0.292 -0.007 17 29.3 0.000 -0.000 0.000 18 30.9 0.003 0.016 -0.001 19 32.3 0.000 0.000 -0.000 (1) Water sloshing modes b
6-24
tr VEGP-SEISMIC ANALYSIS REPORT
(
r F TABLE 6-13
(- .
. CONDENSATE. STORAGE. TANK SOIL-STRUCTURE SYSTEM (SSE)
(Free Vibration Analysis)
-Modal Participation Factor
[= Mode Frequency No. (cps) X Y Z 1(1) 0.26 -6.459 0.000 -0.000 2(1) 0.26 0.000 6.457 -O'.000
[~
3(1) 0.26 -0.000 -0.030 0.000
[ 4(1) 0.26 0.000 0.000 0.000 5 4.2 22.135 -0.012 0.252
~
6 4.3 0.011 22.493 -0.000 7 6.6 0.001 0.165 0.003
[ 8 7.2 -0.404 0.000 25.086
{ 9- 8.8 -0.000 8.167. -0.000 10 9.8 9.119 0.000 0.500
[ 11 12.2 0.000 -0.000 -0.000 12 14.7 0.037 0.002 0.001
[ 13 15.6 0.008 0.017 0.001 14 21.8 -0.030 -0.756 -0.001
{.
15 22.1 0.092 -0.302 -0.007 b 16 28.4 0.013 0.283 -0.007 17 29.3 0.000 -0.000 0.000 18 30.9 3.003 0.016 -0.001 19 32.3 0.000 0.000 -0.000 (1) Water sloshing modes 6-25 I. - - -- --- - --
VEGP-SEISMIC ANALYSIS REPORT I
Table 6-14 DIESEL GENERATOR BUILDING DESIGN STRUCTURE ACCELERATION VALUES l
SSE (g's) OBE (g's)
Node I1) Elevation E-W N-S Vert. E-W N-S Vert.
32 219'-0" 0.26 0.26 0.31 0.16 0.16 0.19 !
(grade l 1
level) 33 254'-0" 0.32 0.29 0.32 0.20 0.18 0.20 34 274'-0" 0.35 0.31 0.32 0.22 0.19 0.20 I
(1) Refer to figure 4-7 I
I I
l l
l l
l
[
VEGP-SEISMIC ANALYSIS' REPORT W.
I.
L TABLE 6-15 AUXILIARY FEEDWATER PUMPHOUSE DESIGN STRUCTURE ACCELERATION VALUES SSE (g's) OBE (g's)
{'
Node I1) Elevation E-W N-S Vert. E-W N-S Vert.
1 216' O.24 0.24 0.24 0.14 0.14 0.14
'10 232' O.25 0.25 0.25 0.15 0.15 0.14
{
.. (1) Refer to figure 4-8 c.
[ ..
[-
[
[
t
[
(-
[
6-27
[ -_ _ _ - - - - - - - - - - - - - - - - - - - - - - - - - - -
VEGP-SEISMIC ANALYSIS REPORT I
TABLE 6-16 CONDENSATE STORAGE TANK DESIGN STRUCTURE ACCELERATION VALUES SSE (g's) OBE (g's)
Description Node (1) Elevation Horiz. Vert. Horiz. Vert.
Basemat 10 220'-0" .27 .33 .16 .20 (grade level)
Tank Mid- 3,8 245'-6" .32 .33 .19 .20 height Missile 5 246'-1" .32 .33 .19 .20 Protection Structure Roof 1,6 269'-3" .37 .33 .22 .20 (1) Refer to figure 4-9 I
I I
I I
I I
l l
6-28
b
, VERP-031;MIC AN Al YEl^J SIEPOS47 e
u P
ssa OBE l
ITERATED STR AIN-DEPENDENT PROPERTIES l'i $TN vhat u^x vto (21 Mtin y STAVE.1 tai vio sii tai
,s tAV E.1 tz)
[ s (AVEJ 8
( AV E.)
Ell.
I - -
~~.. , ,_ e ._~~
"' m m nan e a asa 2 "" 4' a en E2 Im nan yam 4' '
sit 0 043 841 0 031 4, g. '80 0 037 upt a g31 331
(-
~
S' jdj the $32 0 040 352 0 031 6
7 ,7' jgj (123) 1915 002 0 044 902 0 032 8 7' j 1070 927 0 046 m
948 0A32 1014 0 033 9 7* joj 1114 967 0 046 0 051 987 OA33 0.033 6' 999 0 049 1020 14 l 1153 0 050 1060 0 A33 11 ,7* l4j g 1194 1029 g~
12 48* j 1177 1012 O D52 1033 0 035 13 S' 1190 1028 0 054 1049 0 037 14 7' 1216 1042 0 055 1943 0 038 15 9" 1236 1057 0 057 1079 0 039 W 12g* ->
16 9' 1700 1329 0 035 1382 0 029 17 10' 1324 0 036 1373 0 030
"' s 18 10' \ag sN 1J19 0 037 1347 0 030
- W 100* -> \<g
\ 1307 0 038 1382 0 032 (115) 1314 0 03y 1342 0 031
[ 19 11' 20 14' 1309 0 038 1357 0 032 21 16" 1303 0 039 1352 0 032 el SS'- ->
- W SC' 22 I S' 1000 1254 0 Og1 1414 0 064 23 19' 1235 0 094 1400 0 067 24 19- 1219 0.007 1306 0 049
- ee O' 25 19' .e- 1206 0 099 1374 0 071
-6 :
0 075 26 19' :!: (115) 1994 0.101 1181 0.104 1364 0073 1350 3
,g
~~w-0 075~~
. g. 27 I S' lh
.:?
1984 0.103 1354 23 18' 1174 0.105 1346 0 076
. -m 29 18' 1167 0.10s 1338 4077
--1
(
~~el.100' ed .110'=~~
30 18*
1r 1159 0.100 1331 0.079 30o0 0.010 3000 0410
_ h INFINITE NITE ~
y ,TINFI 84409-4 NOTES:
(1) SHEAR WAVE VELOCITY (Vs) AND DAMPING VALUE(0) USED IN THE SOIL-STRUCTURE INTERACTION ANALYSES OF DEEPLY EMBEDDED STRUCTURES.
(2) SHEAR WAVE VELOCITY (Vs) AND DAMPING VALUE (M) USED IN THE SOIL-STRUCTURE INTERACTION ANALYSES OF SHALLOWLY EMBEDDED STRUCTURES.
Figure 6-1 SOIL LAYERS AND PARAMETERS f - _ - - _ - - - - - - - - ---
, V3SP=GCllMIC AN ALVEIS REPCRT L
tz '
Am I TURBINE BLOG.
At
___ ____I _ -- -
, , i .
i__ _ _ __ _J i_ _. __ _J f
L AUX.
FEED PUMP HOUSE
[ 1- CONTROL BLDG.
B BAS ^ h Jk y3 4' B.O. B ASEM AT a
{ - e ~,12
/ e'r"' N e ~ ,1 ,
am GEN.
' "*"G"Ag O
I rugge. N s "GALLERY ^4E"'
GALLERY l BLOG- E L.143'4" l B.O. BASEM AT E L.143'4" l E L.173'4" l
i j
( ~ _ , - .
i 8.0. B ASE M AT
[ E L.109' 3" RADWASTE TRANSFER
[ BLDG.
t u - u ,- ~
C, h t ~s- 3 U V
B.O. BASEM AT n= a _A1ES-L
_ER t
(
(
Figure 6 2 POWER BLOCK PLAN VIEW SHOWING SECTIONS
( FOR FINITE ELEMENT SOIL STRUCTURE INTERACTION FLUSH MODELS
Ill)li r
.<N1eIa 2>gGRg! l n
c_
G NI TY T
I R m_ MA SD NN AU RO TB m
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N -
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m r u-e 4
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r
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m D 3- E
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u A gH iS m I L
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F U
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r r
e i
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5 E.
5 2
5 2
5 0 3 90 N
2 9
1 7
1 4
1 1
1 0
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L L L L L L E E E E E E l m irl
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~ AU RO TB TEV RYO EAR VLP E
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~ O N
- l (l (' 1Il1l' ,l
0 I')
N5 5 L
fi FUEL W CONTAINMENT SHELL
! BLOG. (OFFSET FOR d UNIT 2 CLARITY)
, INTERNAL STRUCTURE g g g
}
" DIESEL GENERATOR l BLOG.
. MAIN d
STEAM TUNNEL EL 220- - - -
EL 217' / g y.
O W
200' EL 193.8' O 373
\ EL j Nt EL 163.9' ( EL 160'
'e > 152' EL 152' E L 149' 1 $ EL 143.5 j g 144' x
128'
=
E
$ 109' E
5 58' s O' l18' 62' 106' 142' l 193' 218' 243' 268' 293' l 323.3' 361' 386 l 12' 180' 306'
'j NOTE: VERTICAL DIMENSIONS OF THE S0ll LAYERS ARE THE SAME AS THOSE FROVIDED IN FIGURE 61.
.i.
I
?
V3; FSE tSMIC CN ALY193 CZ PO'l)F 10-r i.i HANDLING BLDG. SHELL (OFFSET FOR CLARITY)
CONTAINMENT Also Available On b
BLDG.
UNIT I Aperture Card SYM.
(
N INTERNAL PLANT o n n STRUCTU RE GENERATOR BLDG.
MAIN STEAM o \
s - -
s 3
N /
Q i O
173' /
l L N l
/
a l /\ !
l :.
l E l a
=
l 5 l
l 412' 438' 463' 500.5' l 531' 556' 581' 606' 631'l 682' 718' 762' 806' 824' 518' 644' 812' r
Figure G-4 ,
FLUSH MODEL 2 8411050225-O/
w'.,
~~~1 '~~
I
~~. .% ,a CONTR$~~
~~A. "1 l~~
~~}- 6 4~~
~~aJ c,~~
~~-I J~~
(a
~~. . E L. 220' .~~
~~E L. 200' _ 1 E L.100' E L.173' i 1 t c E o E z~~
~~/\/N/N/N /N E ,a i~~
i {3 E L. -74' 84' 140' 215' El l 12' l 36*l l l l
, O' 24' 42' 102' 178' 254' NOTE: VERTICAL DIMENSIONS OF THE SOIL LAYERS ARE THE SAME AS THOSE PROVIDED IN FIGURE 61 1
i l i l 1 l 1 l l
q VOO P-SEISMIC AN ALYL13 CSPOf.T LSLDG. > o Also Available On . Aperture Card l* APERTURE '
~~< CARD e~~
~~a E /N /N /N/\/\ ! e 5 i E~~
/
~~t' l 388* l 444' l 520' l548' 572' 330' 404' 482' 542' 5T 5114 ' Figure 6 5 4 FLUSH MODEL 3 8411050225 -O1.~~
~~.- . . . . ~ . ~ . .~~
l
~~.I) ;y 3 i ;J~~
.1 AUXILIARY BLDG. CONTAINMENT BLOG. 3 O 1 UNIT 1 f] O O
) g 7 (OFFS SH ',J / CLC 3
~~O O O INTERNAL STRUCTURE N C ( )~~
- ~ 1/2' ,i-1/2' EL 220*-O EL 220' O , n EL 195' g )
16---- g 170.5' ' EL 163.9' ~n nt--- _ EL 144.0 QL143.5* _ N Q g i -< E EL 119.25' ( i E Et in25- < 3 TN e-J l 1
~~/ EL 1.0' ^~~
s O' 12' 24' 36'l 52' 77' 106.5' 136' 161' l 164.5' 209.5' 234.5' 259.5' 284.5' l 307.5' 42' 171' 297.5' J{ i R i NOTE: VERTICAL DIMENSIONS OF THE S0ll LAYERS ACE THE SAME AS THOSE PROVIDED IN FIGURE 61. I, 4 I1
VOIP-CCISMIC AN ALYCl3 C1 PORT CONTROL BLOG. Also Available On Aperture Card II/vi" APERTURE O O M () ELECTRICAL TUNNEL A f A_
~~'I1[ Z 00' L___ EL 195.0' EL 180' \~~
~~EL 173' s ,~~
/\ / \ - E a.
E_ E R 5 328.5* 352' 375.5' 399' 422.5' 443.5'l 474' 521' 571' ti21' 668'l 453' 674' 1 Figure G G
~~FLUSH MODEL 4 8411050225-03~~
~~'I 1~~
~~AUXlLIARY BLDG. FUEL HANDLING BLDG. (E~~
~~.i.~~
~~SYM. E PLANT C E L. 210' u- -~~
~~+t -~~
4:- E L.195*
~;
W s , M ' *
, E L.180' E L.170.5' ' E L.173*
~~y- - - - w: () (~~
~~/-- ; M.160' _ _ ,~~
~~g : E L.143.5' ( ' 2 5 o~~
~~. E L.119.25' m E L.109.25' E~~
~~P t-3 5~~
?
~~E L.1.0' 77' 106.5' 136' 209.5' 302 O' 12' 24' l 42' l 161'l 184.5' 234.5' l 257.5' 278.5'~~
~~, 36' 52' 171' 247.5' NOTE: VERTICAL DIMENSIONS OF THE S0ll LAYERS ARE THE SAME AS THOSE PROVIDED IN FIGURE 61.~~
J 9 l 1
1 VMP-CEISMIC AN ALY!I3 R; PORT HITROL BLDG. o Also AvaIIable On Aperture Card O o TI O TURBINE BLDG. APER . A . N--- E L.196* O 2
~~m. %~~
~~/N I /~~
~~5 E l E E 5 i E~~
/
325.5' 340' 372.5' 393.5'l 424' 471' 521' 571' l824' 4 3' sir
/
~~1 Figure 6 7 FLUSH MODEL 5 841105 0 2 2 5 -Of~~
~~. . ~ - . . ~ . . . , . . . - - , . . . . . . _ - ..~~
e
~~. VEGP-SEISMIC AN ALYSIS REPORT O~~
~~( (~~
~~- EL 220' E L. 218.5' E L. 210'~~
~~:b --<~~
~~_. . E L.180'~~
~~. E L.152' =~~
EL.137' E L.128' [ TRANSMITTING BOUNDARY k TRANSMITTING BOUNDARY 1 O' 18' 63' 91* 119' 182' 32' 44'l l138' 150' 164' 50' 132'
=
~~h NOTE: VERTICAL DIMENSIONS OF THE SOIL LAYERS ARE THE SAME AS THOSE PROVIDED IN FIGURE 6-1.~~
=
i - Figure 6-8 FLUSH MODEL 6
i
~~'. g-t . l I~~
l* E-W EXCITATION l N-S EXCl 1 1 r l w i Y (VERT.) FROM THE FLUSH ANALYSIS, E RESPONSE SPECTRA ARE 3 Y (VERT.) @ I S IN E MOD , l H X (N-S) IN THE FLUSH COORDINATE 22 tr ZZ SYSTEM. S' l Y (VERTJ A I I RESPONSE SPECTRA ARE Y (VERT.) R h O8TAINED AT FREE l O j
~~- $ X h (E-W)~~
~~NODES IN E-W MODEL, IN THE FLUSH COORDINATE SYSTEM. 7l J~~
~~X (N4 Z (E-W) g If g~~
Z (N-S) _1 r 1 P RESPONSE IN THE FLUSH COORDINATE SYSTEM R ESPONSE I IS TRANSFORMED TO THE GLOBAL SYSTEM. l Z (VERT.) IS TRANSFC Z (VERT.) ROTATIONS ABOUT THE OUT-OF-PLANE AXIS l " ROTATIONS 1 d' Y (N-S) = 0 TO THE FLUSH MODEL ARE TR ANSFORMED Y (N-S) TO THE FLL X (E-W) TO VERTICAL TRANSLATIONS. THE RESPONSE OF THE TWO COMMON NODES AT A GIVEN LEVEL Fl TO VERTIC/ OFTHETWC X (E-W) = 0 IN THE BUILDING MODEL ARE ENVELOPED. IN THE Bull l 4 I e I l RTJ E Z (VERT.) H Y (N-S) RESPONSE IN THE FLUSH COORDINATE SYSTEM IS TRANSFORMED TO THE GLOBAL SYSTEM. Ml Y (N-S) NS R ROTATIONS / 1 r X (E-W) ROTATIONS ARE TRANSFORMED TO THElR CORRESPONDING TRANSLATIONS. l1 F X (E-W) CORRESPONt: I 4 IF ANOTHER MODEL EXISTS I 4 RESPONSE SPECTRA AT COR ARE ENVELOPED. l 4 ENVELOP SPECTRA FROM THE 3 SOIL PROPERTY ENVELOP SPECTRA FROM VARIATIONS: G-ME AN, G-UPPER BOUND AND VARIATIONS: G-M E AN, 0 G-LOWER BOUND. G-LOWER BOUND I m & , & I r - r 4 ZIVERT.) S~ Y (N-S) f NOTES:
1) ALL SOIL NODES IN CONTACT WITH THE STRUCTURE ARE CALLED" COMMON NODES." THE REMAINING NODES ARE SCALE ALL RESPONSE SPECTRJ CALLED " FREE NODES.* ACCELERATIONS (ZPA OF RESF'

2) THE ADDITIONAL TRANSLATIONAL RESPONSE OF A MASS l NODE FROM THE CORRESPONDING ROTATIONAL DEGREE OF q FREEDOM OF THAT NODE IS OBTAINED BY MULTIPLYING THE PERPENDICULAR DISTANCE FROM THE MASS ADD ADDITIONAL HOR 12ONTA NODE TO THE EXTREME POINT IN THE BUILDING BY TORSIONAL EFFECTS DUE TO 5 THE ROTATION AL RESPONSE SPECTRA OF THE LUMPED USING A80SLUTE SUM COMBIR M ASS NODE.
4 ENVELOP E-W & N-S RESPONSE OF A BUILDING TO OBTAIN A SI SPECTRA,WlDEN PEAKS 15% AN HORIZONTAL AND VERTICAL @ f d b
o VEGP-SEISMIC AN AL.YSIS REPO RT l TI I APERTURE ATION l VERTICAL EXCITATION I l v OM THE FLUSH ANALYSIS, FROM THE FLUSH ANALYSIS, Y (VERT.) Y (VERT.) SPONSE SPECTRA ARE RESPONSE SPECTRA ARE TAINED ATCOMMON I X (E-W) OBTAINED AT COM*AON ES IN N-S MODEL, X (N-S) NODES IN E-W & N-S l MODELS,1N THE FLUSH THE FLUSH COORDINATE ZZ ZZ STEM. COORDINATE SYSTEM. l 1 I 4 SPONSE SPECTRA ARE Y (VERT.) Y (VERT.) l AN AT R X (N-S) NODES E & N-S q DES IN N-S ODEL, O INATE SYSTEM. 7l .$ kg gy_3) X (E-W) [
~~. 2(E-W)~~
EMS THE FLUSH COORDINATE SYSTEM - RESPONSES IN THE FLUSH COORDINATE SYSTEMS MED TO TH E GLOBAL SYSTEM. Z (VERT.) ARE THANSFORMED TO THE GLOBAL SYSTEM. ABOUT THE OUT-OF-PLANE AXIS ZIVERT-) ROTATIONS ABOUT THE OUT-OF-PLANE AXES H MODEL ARE TRANSFORMED ' Y (N-S)=0 Y (N-S) TO THE FLUSH MODELS ARE TRANSFORMED L TRANSLATIONS. THE RESPONSE l TO VERTICAL TRANSLATIONS. THE RESPONSE COMMON NODES AT A GIVEN LEVEL X (E-W) X (E-W) = 0 OF THE TWO COMMON NODES AT A GIVEN LEVEL DING MODEL ARE ENVELOPED. IN THE BUILDING MODEL ARE ENVELOPED. l B l : ' HE FLUSH COORDINATE SYSTEM Z (VERT.) RESPONSES IN THE FLUSH COORDINATE SYSTEMS ED TO THE GLOBAL SYSTEM. g Y (N-S) ARE TR ANSFORMED TO TH E G LOBAL SYSTEM. ROTATIONS ARE TRANSFORMED TO THEIR p RE TRANSFORM ED TO THEIR g ING TRANSLATIONS. l X (E W) CORRESPONDING TR ANSLATIONS. I 4 IN THE SAME DIRECTION, RESPONSE SPECTRA FROM E-W & N4 MODELS ARE EEPONDING ELEVATIONS l 4 ENVELOPED AT CORRESPONDING ELEVATIONS. I B l 4 THE 3 SOIL PROPERTY ENVELOP SPECTRA FROM THE 3 SOIL PROPERTY UPPER BOUND AND l V ARI ATIONS: G-MEAN.G-UFPER BOUND AND G LOWER BOUND. E 2 n2 , I g , , SS COMdlN ATION X,'Y, Z RESPONSES E TO 3 COMPONENT RTHOUAKE EFFECTS s AND MAXIMUM STRUCTURE & NSE SPECTR A) BY 1.5 STRUCTURE ACCELERATIONS TO BE USED IN DESIGN OF STRUCTURES R (TORSION DUE TO SEISMIC WAVE PROPAGATION RESPONSE TO ACCOUNT FOR ES GN AS DESC BED IN SEC ON 1 ISMIC WAVE PROPAGATION TION. (SECTION 7.2) R PECTRA FOR A GIVEN LEVEL GLE HORIZONTAL RESPONSE MSO AvaHalile On
) SMOOTHEN TO DEVELOP SIGN SPECTR A. Aperture Card Figure 6-9 GENERATION OF FLOOR RESPONSE SPECTRA FOR DEEPLY EMBEDDED STRUCTURES 4 841105 0 2 2 5 -C)6
i
~~'l .~~
~~i % i i \~~
~~) ,9~~
~~t i~~
~~A 1 1 i I~~
)
~~1 i 1 {~ l gJ~~
~~} E-W EXCITATION l N-S EXC11 l~~
~~l 1 r i 1 r Z (V ERT.) 1 Z (VERT.)~~
, g RESPONSE SPECTRA ARE I ,i RI i 'y OBTAINED AT LUMPED '5 01 MASS NODES IN LUMPED h Y (N4) PARAMETER MODEL,IN THE GLOBAL COODINATE h Y (N-S) $
l CC X (E-W) X (E-W) I 1 F 1 r Z (VERT.) ROTATIONS ARE TRANSFORMED e 2 (VERT.) pq
TATIONS ARE TRANSFORMED l Z (V ERT.) ROTATIONS ARE TRANSFORMED i THEIR CORRESPONDING I o TO THElR CORRESPONDING IANSLATIONS, AND THEN TRANSLATIONS, AND THEN DDED BY ABSOLUTE SUM l r
~~f + Y (N-S) ADDED BY ABSOLUTE SUM COMBINATION TO THE DIRECT NBINATION TO THE DIRECT lANSLATIJNAL RESPONSES. X (E-W) TRANSLATIONAL R ESPONSES. l I~~
~~. I , ,~~
TI APERTURE BRSS COMBINATION k DF X,Y,Z RESPONSES DUE TO 3 COMPONENT EARTHQUAKE EFFECTS. OBTAIN MAXIMUM STRUCTURE ACCELERATIONS (ZPA OF RESPONSE SPECTR A) TO BE USED IN DESIGN OF STRUCTURES (TORSION CUE TO SEISMIC WAVE PROPAGATION ZONTAL RESPONSE EFF ECTS IS CONSIDERED IN THE BUILDING llONAL EFFECTS DESIGN AS DESCRIBED IN SECTION 7.1). 'ROPAGATION lOMBINATION 'NSE SPECTR A FOR A Alm AvailaMe On NG TO OBTAIN A SINGLE fpeggggg gyd PECTR A, WIDEN PEAKS
~~VELOP AL DES!!N SPECTR A.~~
1 Figure 610 GENERATION OF FLOOR RESPONSE SPECTRA FOR o SHALLOWLY EMBEDDED STRUCTURES 8411050225-06
VEGP-SEISMIC ANALYSIS REPORT [ 7.0 SEISMIC WAVE PROPAGATION EFFECTS {- As part of the design basis (refer to section 2.1) Category 1 structures, cystems and components are designed to resist a { static seismic torsional moment of not less than that required by the Uniform Building Code, in addition to the effects resulting from the actual geometric eccentricity between the center of mass and center of rigidity at each level of the structure. The intent of the additional torsional requirement is to account for the torsional motion imparted to the structure due to the ( effects of seismic soil wave propagation. The methodology used for structures and equipment to account for torsional ground motion effects is described in the following sections. { 7.1 CATEGORY 1 STRUCTURES The seismic analyses of Category 1 structures, performed on the three-dimensional structure models, account for the actual geo- { metric eccentricities between the centers of mass and the centers of rigidity of the structures. The accelerations obtained from these models are first calculated considering the three component earthquake effects as described in sections 6.2 and 6.3. These ( accelerations are used to determine the story shears at the various levels of a structure. In the design, the actual .( eccentricity at a given level is increased by 5 percent of the maximum building plan dimension at the corresponding level, and the design static seismic torsional moment is computed as the product of the augmented eccentricity and the story shear. This procedure applies to the two orthogonal horizontal directions. 7.2 EQUIPMENT, SYSTEMS AND COMPONENTS The torsional motion imparted to the structure due to the effects of seismic wave propagation affects only the horizontal in-( structure response spectra used for equipment qualification. The procedure used to obtain the effect of this torsional ground ( motion is described below. 7-1 {
VEGP-SEISMIC ANALYSIS REPORT A three-dimensional lumped parameter model of the structure with soil springs is utilized to compute the torsional spectra. The structure model accounts for the actual geometric eccentricities between the centers of mass and the centers of rigidity of the structure. The translational as well as the rotational stiffness and inertial characteristics are modeled. The foundation imped-ances consist of three translational (two horizontal and one vertical) and three rotational (two rocking and one torsional) springs and are based on the mean soil properties. The model is analyzed using the design horizontal ground motion time-history conforming to the Regulatory Guide 1.60 horizontal response spectra applied in the free-field at the foundation level of the structure. The base shear computed from this analysis, multiplied by 5 percent of the inaximum plan dimension f - at the foundation level, yields the incremental static torsional moment (T s ) at that level. A torsional ground motion time-history conforming to the Regulatory Guide 1.60 horizontal response spectra is applied in the free-field at the foundation level of the structure. The maximum dynamic torsional moment (T d) at the base of the structure is computed from this dynamic analysis. The magnitude of the torsional ground motion is selected such that T d at the base of the structure resulting from the torsional t ground motion analysis is equal to the T 3 resulting from the h' 5-percent eccentricity. The resulting response spectra from the - torsional degree of freedom of the base node represents then the torsional response of the casemat. Multiplying this by the distance along the north-south and east-west direction of the h extreme point in the building to the lumped mass node gives the maximum possible additional east-west and north-south horizontal response spectra of the basemat, respectively. - The torsional responses of the nodes at different levels of the _ building from the torsional ground moticn analysis are used with the respective extreme point distances along the north-couth and 7-2
k i VEGP-SEISMIC ANALYSIS REPORT east-west directions to compute the additional horizontal in-structure response spectra at these levels. -[ The amplification of the torsional response of the structure as a function of height tends to be smaller than the amplification of k the horizontal response of the structure. Therefore, as an added conservatism, the torsional input ground motion is increased so ( that the ratio between the maximum torsional acceleration at a given node (caused by the torsional ground motion) to the maximum horizontal acceleration at the node (caused by the horizontal { ground motion) is maintained the same as at the foundation level of the structure. The computed additional horizontal in-structure response spectra, to account for the torsional ground motion effects, are added absolutely to the horizontal in-structure response spectra obtained using the methods described in sections 6.2 and 6.3 (which inherently account for any torsional effects due to the actual geometric eccentricity which exists in the structure ( itself), before the broadening of the peaks and smoothing of the curves are done. The peaks of the response spectra resulting from the addition of these two spectra are then broadened and ( the curves smoothed to arrive at the final design in-structure response spectra for the horizontal direction. { The method applied to the NSCW tower in described below. This method is considered appropriate for the NSCW tower due to its { large water mass. Once the magnitude of the torsional ground motion le established { so that the Td at the base of the structure resulting from the torsional ground motion analysis is equal to the T, resulting C from the 5-percent eccentricity, the ratio of the horizontal I acceleration at the extreme point in the basemat caused by the ( torsional ground motion to the maximum horizontal acceleration at the basemat caused by +he horizontal ground motion is computed. I The additional in-structure response spectra used to account 7-3
VEGP-SEISMIC ANALYSIS REPORT I for the torsional ground motion effects are computed by multi-plying the horizontal in-structure response spectra developed using the methods described in sections 6.2 and 6.3 by this ratio. l I I I I I l l l l l d 7-4
VEGP-SEISMIC ANALYSIS REPORT 8.0 EFFECTS OF FLOOR FLEXIBILITY ON RESPONSE SPECTRA { 8.1 CONTAINMENT BUILDING The purpose of this section is to assess the effects, if any, of the local flexibility of the containment internal structure floors [ on the floor design response spectra. Floors exist both inside and outside of the secondary shield. h Inside the secondary shield, the floors consist of structural steel members designed to be rigid. Outside the secondary shield, the floors consist of both structural steel members with [ grating and concrete slabs, spanning between the secondary shield
~~'and structural steel columns near the containment shell.. Steel~~
{. framing exists at four main elevations below the operating floor to support piping; cable trays; heating, ventilating, and air conditioning (HVAC) ducts; floor grating; and miscellaneous equipment. Steel' framing is also provided at two elevations ( above the operating floor to support the containment coolers, containment auxiliary coolers, pre-access filtration units and hydrogen recombiners. The operating floor itself consists of [~ structural steel framing and grating alternating with concrete floor slabs. The mathematical model used for computing the in-structure response spectra, which includes the effects of the local flexi- { bilities of floors, consists of a detailed (i.e., approximately 10,000 dynamic degrees of freedom) three-dimensional finite element model of the containment internal steel structure composed of beam elements, coupled with the lumped parameter h model of the containment shell and internal concrete structure. Since the mass of each containment cooling unit is of the same order of magnitude as the mass of the local supporting structural ( steel, the analysis of the internal steel structure should consider any possible coupling effects between the cooler and the steel sub-structure. Therefore, simplified models of the containment cooling units and auxiliary cooling units are also included
~~'in the model. The masses of the remainder of the equipment,~~
[ 8-1
VEGP-SEISMIC ANALYSIS REPORT piping, cable trays and HVAC ducts attached to the internal steel structure are not large relative to the supporting steel, and therefore are considered as lumped masses at the appropriate support points in the development of the structural steel model. Soil-structure interaction effects are accounted for using the impedance method. Time-history analyses are performed, and considering the responses due to three component earthquake - effects, response spectra are generated at the governing locations (i.e., midspans of beams and slabs) on the containment floors. Evaluation of the horizontal floor response spectra indicates that there is no significant amplification of response due to floor flexibility. The vertical response spectra obtained from the three-dimensional structural steel finite element model is compared with the design response spectra (i.e., spectra generated using the methodology described in section 6.2). Based on the comparison, it is concluded that the design response spectra envelop the spectra obtained from the structural steel model. As an example, the vertical response spectra obtained at eleva-tion 238'-0", at the governing cooler support location, is shown in figure 8-1 along with the design response spectra corresponding to that level. l 8.2 OTHER CATEGORY l STRUCTURES The purpose of this section is to address the effects of the vertical flexibility of the floor slabs on the seismic analysis of Category 1 concrete shear wall structures. Due to the wide range of slab frequencies (i.e., long slab spans and short slab spans) which exist in the control building, it is used as the representative shear wall structure to illustrate the analysis methodology used to evaluate the floor vertical flexibility effects on the floor response spectra. [ ki 8-2
j 'VEGP-SEISMIC ANALYSIS REPORT-L I Two different lumped mass structure models are used for the L flexibility study, . one being a rigid floor model (developed h per the-methodology described in section 4.1.1), the other a flexible floor model. The total mass at a given level of the
~
{ lumped mass model includes the weight of the slabs, walls, equipment and-systems. For the flexible floor model, half of the total ~ mass.at each level is taken to be the floor mass and the other-half as the story mass. However, the effective mass which
. participates in the fundamental mode of vibration, for the case L _of a simply supported one-way slab with uniform mass, is half the slab mass. Therefore, in order to properly bound the limits of
[ the problem, mass ratios of half of the total mass at each level and-one-quarter of the total mass at each level are used to { . represent the flexible floor mass with the remaining mass as the story mass. For the flexible floor models, two cases, one with
. vertical floor frequency of 12.5 cps and the other with 8 cps, are considered. Soil-structure interaction effects are accounted for using the impedance method. Vertical time-history analyses of .the rigid and flexible floor models are perfoaned for OBE excitation. Story response spectra are generated st each level 'in the rigid. floor model. Both floor-response spectra and story
(' response. spectra are obtained at each level in the flexible floor { models.. The story response spectra from the rigid floor model are compared with the story and floor response spectra from the flexible floor model with no significant differences observed. Therefore, it is concluded that the effects of vertical flexibility on.the. control building floor seismic accelerations and response L spectra'are insignificant, as long as the fundamental floor system frequency is equal to or higher than 8 cps. The calculated ( l F 8-3 b . . . .
VEGP-SEISMIC ANALYSIS REPORT l I frequencies of the various slab-beam-girder systems located in the control building demonstrate that the lowest frequency is 9 cps. Evaluations are made of other Category 1 concrete shear wall 1 structures to determine the minimum required frequencies for g floor systems. The calculated frequencies in these buildings I demonstrate conformance with this frequency criteria. I I I I I I I I l l l L
]
~~8-4 [~~
~~. VESP-3211MIC AN ALYCl3 RCPORT F~~
~~1.7 1.5 DESIGN [ _~~
~~/ RESPONSE SPECTRA 3% DAMPlNG ~~~
~~f FLEXIBLE~~
~~/ FLOOR SPECTRA 1.0 M -~~
~~t , E [ i8 -~~
/
[
_
\
0.48 / 0.33 0 ' ' ' ' ' ' ' ' ' ' ' ' 'il
~~.01 .65 .10 .50 1.00 5.00 10.00 PERIOD (SEC)~~
Figure 8-1 COMPARISON OF SSE VERTICAL RESPONSE SPECTRA AT EL. 238 FT. OF THE { CONTAINMENT INTERNAL STRUCTURE tin i .
W VEGP-SEISMIC ANALYSIS REPORT 9.0 MISCELLANEOUS ANALYSES { 9.1 INTERACTION OF NON-CATEGORY 1 STRUCTURES WITH
~~' CATEGORY 1 STRUCTURES~~
(. The equipment building is a non-Category 1 structure, which. (- forms part of the control building and fuel handling building. It is designed to withstand the seismic loadings to the same criteria specified for Category 1 structures. { The turbine building, radwaste transfer building and Category 2 tunnels are the only other non-Category 'l structures adjacent [ to Category 1 structures. The turbine building and radwaste transfer building are designed for SSE loadings to demonstrate that under earthquake loadings they will not collapse on any Category 1 structure. The Category 2 tunnels are designed to maintain their structural integrity under earthquake conditions. { 9.2 STRUCTURE DISPLACEMENTS (. In order to provide seismic anchor motions for use in piping analysis, relative structure displacements are calculated under ( seismic conditions. ~The maximum horizontal structure-to-structure relative displacement during a safe shutdown earthquake at any ehvation, for any two structures, is less than 2 inches. { The maximum horizontal structure-to-structure relative displace-ment at grade elevation 220'-0", for any two structures, is about 1 inch. A structure-to-structure seismic gap of 5 1/2 inches separates all Category 1 buildings. Tunnels that are located ( below grade maintain a minimum tunnel-to-tunnel / building seismic gap of 3 inches. The provided structure-to-structure seismic { gaps have a factor of safety of at least two over the maximum calculated structure-to-structure relative displacement. This factor ensures that the buildings will not impact against each other during the design seismic conditions and is a large enough physical separation to account for any variability and uncertainties associated with the parameters used in the analysis.
~
9-1
h! E VEGP-SEISMIC ANALYSIS REPORT { ky 9.3 EVALUATION OF LAYOUT CHANGES This section provides the criteria by which each category 1 E structure model is evaluated for potential influence of layout he changes in the structure after the seismic analysis was performed. An evaluation of each structure model (i.e., lumped mass stick model) is made to determine if it represents the current layout y of the structure. If the changes, which have occurred since { the original structure model was created, appear insignifi- E cant then no further investigation is required and the structure f model is said to represent the current configuration of the R building. However, if the changes in layout are not obvious as 7 to their impact on the analysis results, then the model is h updated based on the most current design information concerning ~"; the structure and supported equipment and/or components. -- 1 A fixed-base modal analysis of the updated model is then per- } formed, and the resulting frequencies are compared to those of $ the original model. The original model is determined to be I adequate if the frequencies of the corresponding modes are d-
~~'found to be within 10 percent of each other. However, if the 5 difference between corresponding frequencies is greater than [~~
10 percent then the updated model is coupled with the soil system, $ and the soil-structure system free vibration analysis is performed. j Again the difference between the corresponding frequencies of the g updated model and the original m'odel are calculated with a maximum ; difference of 5 percent allowed. If the 5 percent criteria is not satisfied the process is continued and floor response spectra are f3 developed for the updated model and then compared to those obtained E from the original model. If there is no significant difference , between response spectra obtained from the two models then the r original model is determined to represent the current configuration 5 of the structure. If there is significant difference, revised _ response spectra are issued and associated impact on structure E design and equipment qualification is evaluated, and any necessary -: action needed to demonstrate conformance with the revised response 5 _E 9-2 -
V (. VEGP-SEISMIC ANALYSIS REPORT L k- To date there has been no need to revise any
~~. spectra'is taken.~~
design response spectra. [ A story was added to a portion of the control building structure between elevation 280'-0" and 301'-0". However, the addition of [. . this new level along with changes in layout at existing eleva-tions do not adversely affect the design response spectra at the
b. existing floor levels. Design floor acceleration values are l developed for the added level.
[ g . [ L [ [ [ [ (: { F 9-3/4
VEGP-SEISMIC ANALYSIS REPORT
~~10.0 CONCLUSION~~
{ The seismic Analysis Report demonstrates that the VEGP seismic (. design bases-and analysis methodology are in accordance with the licensing commitments made in PSAR Supplements No. 3, 4, and 5 end meet the requirements specified in NRC to GPC letter, dated { March 27, 1978. [ [ [ . [ [ ( [ { { { { { 10-1/2
N VEGP-SEISMIC ANALYSIS-REPORT O 7: . W -11~.0 REFERENCES . 1.^ Seed, H..B., and Idriss, I. M., " Soil Moduli and Damping b, Factors'for: Dynamic Response Analysis," Earthquake. Engineering Research' center,' University of -. California, ( Report No. EERC 70-10, Berkeley,' California, December 1970.
~~- 2. -BC-TOP-4A, Revision 3, " Seismic Analysis of Structures and~~
[ . Equipment _for Nuclear Power Plants," Bechtel Power Corp., November 1974. (k .3. U.S. Atomic Energy Commission, Nuclear Reactors and Earthquakes, Division of Technical Information, Report
~
~~{, TID-7024, August 1963.~~
~~4. Lysmer,.~J.,.et al;, " Efficient Finite-Element Analysis of Seismic Structure-Soil-Structure Interaction," Earthquake Engineering Research Center, University of California,~~
~~-Report No. EERC 75-34, Berkeley, California, November 1975.~~
{-
~~5. .Kausel, E. and Roesset, J. M., " Soil-Structure Interaction Problems;for Nuclear Containment Structures," ASCE Power~~
{l-Division Specialty Conference, Denver, Colorado, August 1974. (: p ( { l' ( L 11-1/2
VEGP-SEISMIC ANALYSIS REPORT { r L' c: g [ [. [ APPENDIX A (. IMPEDANCE FUNCTIONS FOR AN ARBITRARILY {- SHAPED FOUNDATION ON A LAYERED MEDIUM [ [ g L [ [
s P VEGP-SEISMIC ANALYSIS REPORT L r L APPENDIX A IMPEDANCE FUNCTIONS FOR AN ARBITRARILY SHAPED FOUNDATION ON A-LAYERED MEDIUM ( This appendir. describes the procedure used to compute the impedance functions for an arbitrarily shaped found'ation resting on a layered soil medium, for use in the soil-structure interaction ( analysis as specified in section 6.3. [ The analytical techniques to obtain the impedance functions for flat rigid foundations of arbitrary shape placed on the surface of an elastic half-space have been developed by Wong and Luco(1) . The equation of motion for the forced steady-state vibrations of (_ an elastic half-space excited by harmonic loads distributed over a region S of the plane surface (Figure 1) is [ (c2 ,g2) ygy,y) ,p 922u + m 2u = 0,x3 10 (1) { in which u is the displacement vector l(u ' "2 "3)*i t in the cartesian system of co-ordinates (x1, x2' X3) such that x3 = 0 corresponds to the surface of the half-space with x3 > 0 representing the points within the half-space. c and p are the ( compressional and shear wave velocities, respectively. Assuming that the surface tractions on the loaded region S are (- known, or equivalently, assuming that the stress components aj3 (j = 1,2,3) on S are known, then a solution of equation (1) satisfying the mixed boundary-value problem on x3 = 0, in which displacements are prescribed along the contact between the { l A-1
VEGP-SEISMIC ANALYSIS REPORT I A //X
~~//////A f///////A f////////F ]~~
1////V//// - yI X//////// X/// V i I 3 X2 l l t IX3 Figure 1. Description of the Model and Coordinate System foundation and the soil while tractions are prescribed on the soil surface not covered by the foundation, is given by 3 ug (x y,X2,0) = I G ij (X 1 -X ,X 2 -X
,0 j3 X$,X2,0)dxdx (2) frX = 0. In epad on (2), G ij Xy -X ,X ,O denotes the ith 3 2 -X displacement component at (Xy,X2,0) generated by a unit harmonic load acting at ,0 (X1 ,X 2 To solve this integral equation (2) for an arbitrary shaped foundation the following numerical procedure is used:
~~1. The region S is divided into n rectangular sub-regions 1,2,...,n) as indicated in Figure 1.~~
~~Sk(k =~~
2. The stress components oj3 are assumed to have constant values o I within each subregion S k'

3. The boundary conditions are satisfied approximately by matching the average displacements within each A-2
~~w VEGT-SEISMIC ANALYSIS REPORT [~~
~~h. subregion to the average value of the required~~
~~' compatible displacements.~~
[ U3ing the above approximations, the integral equation (2) can be cxpressed in matrix equations as r 3 - - r 3 91 I'l l1 I'3 12 * * * *
~~I'l ln " A 1~~
{. (' 92 I'3 21 I'3 22 * * * *
~~I'3 2n o A 2~~
=
(3) c in ai n1 ai n2 . . . . . Ji nn 4)i n s s _ _ 5 s in.which [. T are avera9e displacements in sub-region S Eg = Uyg,62i' 3i g ( Ag = Area of sub-region S i (. [4]g$ = a 3 x 3 compliance submatrix relating the average displacements at sub-region Sg to the tractions-at sub-region S ( 3
'To calculate the compliance submatrices, four linear integrals on the Green's functions are performed for point loads at the surface of a layered stratum. The formula for [$)g3 is I* l ij = -S ds [ ds0[G(m,5-{g,{)] (4) 8 i j in which [G) is the 3 x 3 Green's function matrix relating the dis-I due to a set of h placement at the observation point r = X1,X2, point loads at the source point [g =fX1,X2,0f.{istheproperty I
I A-3
l VEGP-SEISMIC ANALYSIS REPORT vector associated with the underlying half-space. By use of the average displacement matching approximation, the following symmetry g u exists even if Ag*A. 3 [03 1j = [$l ji (5) The property vector P for a horizontally layered stratum can be characterized as P= m,pg,$g,p g,hg ,vg,(gf where m = the number of layers p g = the shear modulus of the ith layer pg = the shear wave velocity of the ith layer p g = the mass density of the ith layer hg = the thickness of the ith layer o f = the Poisson's ratio of the ith layer I (g = the critical damping coefficient of the ith layer The matrix [G] contains six independent elements. In order to reduce the number of independent variables and to render [G] dimensionless, a new matrix [G'] may be defined in the polar coordinate system {r,$,z}, shown in Figure 2. r - - G(w,r-r g,P)
~~=h pr -~~
~~G'(b g,$,P') (6) where I r= it ro i = (x1 -x;s2j (x2-x;)2~~
~~.sx,-xn ; $ = arg(r-{g) = tan (x-X y g) 1 A-4~~
~~- VEGP-SEISMIC ANALYSIS REPORT s~~
~~x1 I~~
t.
~~= x2~~
[ y x3,z ( h Figure 2. Description of Polar Coordinate System b =E a [ P ' = f m,pj , Sj ,pj ,hj ,9 ,4 is the normalized property vector in which pj = h , [ Sj = S
~~, Pi f Pi*T p "h i h,=~~
g _ S f The reference values of p, S and p, used to normalize P' and [G'), are usually taken to be those of the top layer. The dimensionless matrix [G'] is a function of four variables, f rr' f$r' frz, and f gg, which are the Green's functions in polar coordinate system. A-5 j
l VEGP-SEISMIC ANALYSIS REPORT The Green's functions for three dimensional wave propagation in a layered viscoelastic media have been formulated and solved by Luco and Apsel(2)(3) . In frequency domain, solution of the Green's functions in polar coordinates, which involve the Hankel transform-type integral representations of the displacement and stress components, can be expressed in the form I In(bg) = r"F( k,w,P') JnI o) dk (7) I for the concentrated point load applied at surface and displace-ment at the free surface observed at b g distance from the load point. The Kernel F depends upon wave number k, frequency w and layer properties P'; whereas, the Bessel functions J n depend only upon kb g. The F integrands are evaluated in terms of factoriza-tions of the upgoing and downgoing wave amplitudes in each layer. The semi-infinite integral in equation (7) can be reduced to the following finite integral l In(bg ) = In(0) + ,o [F(k,w,P') - F(k,0,P')] J I n o) dk (8) inwhichtheupperlimitofintegration,kj, is defined by the convergence of the dynamic integrands to the static integrands, and In(0) represents the static (w = 0) integrals. Since the radial dependence b g , appears only in the Bessel functions J n' is expedient to calculate the integrals begin at b g = 0 and end wr""* at b g = (rg,x is the maximum length of the foundation) in equally spaced interval. This precalculated Green's function table can be repeatedly used in solving the compliance submatrices [4]i$ in the integral equation (4) using Gaussian quadrature. j A-6
~
~~-VEGP-SEISMIC ANALYSIS REPORT u~~
-: For a rigid foundation,'the average displacements'6g , evaluated at L the center of sub-region Si are given b'y h U li Xf,Xf,0 =-a y -0Xf 3 { 6 2i X ,Xf,0 =A2+0X 3 (9) 6 3i
,X ,0 =a 3.+0Xf-0Xf 1 2 where o g ~(i = 1,2,3) correspond to the amplitudes of the trans-h' lational displacements at (0,0,0), while Og (i = 1,2,3), which are assumed to be small, correspond to the amplitudes of the rota- ~
[ tional displacements about the Xg (i = 1,2,3) axes. From the equation (3), the three corresponding traction components o I A k can be expressed in terms of 6g , by inverting the matrix [Q]. By {. substitutingfor-}g from equation (9), the surface tractions on the contact area may be expressed in' terms of the translation o g
~~-and rotation Of of the rigid foundation. Finally, the total harmonic load, wiJ1 components (P y,P ' 3), and the total harmonic 2~~
[. moment with components (M ,M ,M ), acting on the contact area 1 2 3 can be. expressed in' terms of iraction components, by means of the (; 'following relationships l P U = LL3) i=ji { n My = 1 )A 3=1 Xfo 3 (10) n M I X" Aj 2 * ~J=1
~~" ~~~
~~M x~~
~~f. 3=-]=1.idi)A3-xids)Af I~~
A-7
H-VEGP-SEISMIC ANALYSIS REPORT
]
~~Substitution for contact tractions in terms of Ag and Og into equation (10) leads to the desired force-displacement relationship for-the rigid foundation~~
]
~~Jl L i~~
~~) = t*)~~
R where [K] is the complex frequency dependent impedance functions ] for flat rigid foundations placed on the surface of an elastic half-space. REFERENCES )
~~1. Wong, H. L., and Luco, J. E., " Dynamic Response of Rigid~~
]
~~Foundations of Arbitrary Shape," Earthquake Engineering and Structural Dynamics, Vol 4, pp 579-587, 1976.~~
]
~~2. Luco, J. E., and Apsel, R. J., "On the Green's Functions for the Layered Half Space," Part 1, Bulletin of the Seismological Society of America, Vol 73, pp 901-929, 1983.~~
]
~~3. Apsel, R. J., and Luco, J. E., "On the Green's Functions for the Layered Half Space," Part 2, Bulletin of the Seismological~~
]
~~Society of America, Vol 73, pp 931-951, 1983.~~
) ) )
~~1 1 A-8~~
~~~ - - - - - - - -~~
~~pumu gg n - VEGP-SEISMIC ANALYSIS REPORT~~
~~r. . ,~~
y {- o.- ? [L [e [ APPENDIX B (. , DESIGN IN-STRUCTURE RESPONSE SPECTRA [ [ [ L: [ [
u. ~ VEGP-SEISMIC ANALYSIS REPORT F L. APPENDIX B [ DESIGN IN-STRUCTURE RESPONSE SPECTRA [ This appendix =contains design in-structure response spectra for selected levels in major Category 1 structures. [ [- [- b [. [: [ [ w [ [ { [ B-1/2
V EGP-SEISMIC AN AL.YSIS R EPO RT m
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ML20107F066: Difference between revisions

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ML20107F066: Difference between revisions

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10.0 CONCLUSION

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